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Lig = Y :� M Sena Q G CERTIFICATE OF OCCUPANCY This is to certify that the below listed building or structure has been inspected and occupancy is hereby authorized: Description: New Single Family Residence Location: 4934 Channel Marker Ter Owner: Portalis LLC Constructed by: Portalis LLC Building Permit#: BLD-2017-0054 Date issued: February 7th,2018 Use Zone: CM-PUD Dated: January 23rd,2018 Authorizing Official: ‹f&J( J(r� -►-. -- i i Y oet.> Planning, Community, & Economic Development Department PO Box 547, Anacortes, WA 98221 PH: 360.299.1984 t�t�, Crirs w�, Construction Stormwater Pollution Prevention Plan (SWPPP) For those projects vested under the 2005 Stormwater Manual Building permit applications for lots that are part of a subdivision that was recorded no more than 10 years prior to the date of the complete building permit application may continue to use the stormwater codes in effect at the time the subdivision application was submitted, if stormwater was addressed at the subdivision/plat level. If construction has not started as of January 1, 2022, the site will be subject to the 2012/2014 manual. A SWPPP following the Elements listed below shall be prepared and provided on site at all times.All new vested developments shall comply with the Elements listed below, unless site conditions render the element unnecessary and the exemption from that element is clearly justified in the narrative of the SWPPP. Minimum Requirements 3,4, and 5 are listed in addition to these Elements. Include the Best Management Practices (BMPs) in your SWPPP that are applicable to those minimum requirements. Clearly state the author of the SWPPP and who the on-site inspector will be.The SWPPP will have a correlating site plan,and these documents will be reviewed at the time of the City's inspection.A site evaluation inspection will take place prior to building permit issuance.The BMPs and SWPPP will be inspected after building permit issuance, prior to any digging, clearing, or grading outside of the BMP installation. ELEMENT 1: Mark Clearing Limits • Prior to beginning land disturbing activities, including clearing and grading,all clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area shall be clearly marked, both in the field and on the plans,to prevent damage and offsite impacts. Plastic, metal, or stake wire fence may be used to mark the clearing limits. • The duff layer, native top soil, and natural vegetation shall be retained in an undisturbed state to the maximum extent practicable. If it is not practicable to retain the duff layer in place, it should be stockpiled on-site, covered to prevent erosion, and replaced immediately upon completion of the ground disturbing activities. ELEMENT 2: Establish Construction Access • Construction vehicle access and exit shall be limited to one route, if possible, or two for linear projects such as roadways where more than one access is necessary for large equipment maneuvering.Stabilize access points with a pad of quarry spalls,crushed rock, or other equivalent BMPs,to minimize tracking onto roads. • Access points shall be stabilized with a pad of quarry spalls or crushed rock prior to traffic leaving the construction site to minimize the tracking of sediment onto public roads. Wheel wash or tire baths should be located on-site, if applicable. Page 1 of 8 • If sediment is tracked off site, public roads shall be cleaned thoroughly at the end of each day, or more frequently during wet weather, if necessary to prevent sediment from entering waters of the state. Sediment shall be removed from roads by shoveling or pickup sweeping and shall be transported to a controlled sediment disposal area. Street washing will be allowed only after sediment is removed in this manner. • Street wash wastewater shall be controlled by pumping back on-site, or otherwise be prevented from discharging into systems tributary to state surface waters. ELEMENT 3: Control Flow Rates • Properties and waterways downstream from development sites shall be protected from erosion due to increases in the volume,velocity, and peak flow rate of stormwater runoff from the project site. • Downstream analysis is necessary if changes in flows could impair or alter conveyance systems, stream banks, bed sediment or aquatic habitat. See Chapter 3 of the 2005 Stormwater Manual for offsite analysis guidance. • The City of Anacortes may require pond designs that provide additional or different stormwater flow control if necessary to address local conditions or to protect properties and waterways downstream from erosion due to increases in the volume,velocity, and peak flow rate of stormwater runoff from the project site. • If permanent infiltration ponds are used for flow control during construction,these facilities should be protected from siltation during the construction phase. ELEMENT 4: Install Sediment Controls • Prior to leaving a construction site, or prior to discharge to an infiltration facility,stormwater runoff from disturbed areas shall pass through a sediment pond or other appropriate sediment removal BMP. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control performance standard of Element#3, bullet#1. Full stabilization means concrete or asphalt paving; quarry spalls used as ditch lining; or the use of rolled erosion products, a bonded fiber matrix product, or vegetative cover in a manner that will fully prevent soil erosion. The City of Anacortes shall inspect and approve areas stabilized by means other than pavement or quarry spalls. • Sediment ponds,vegetated buffer strips, sediment barriers or filters, dikes, and other BMPs intended to trap sediment on-site shall be constructed as one of the first steps in grading. These BMPs shall be functional before other land disturbing activities take place. • Earthen structures such as dams, dikes, and diversions shall be seeded and mulched according to the timing indicated in Element#5. Page 2 of 8 • BMPs intended to trap sediment on site must be located in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off-channel areas or drainages, often during non-storm events, in response to rain event changes in stream elevation or wetted area. ELEMENT 5: Stabilize Soils • All exposed and unworked soils shall be stabilized by application of effective BMPs that protect the soil from the erosive forces of raindrop impact and flowing water, and wind erosion. • From October 1 through April 30, no soils shall remain exposed and unworked for more than 2 days. From May 1 to September 30, no soils shall remain exposed and unworked for more than 7 days. This condition applies to all soils on site, whether at final grade or not. These time limits may be adjusted by the local permitting authority if it can be shown that the average time between storm events justifies a different standard. • Soils shall be stabilized at the end of the shift before a holiday or weekend if needed based on the weather forecast. • Applicable practices include, but are not limited to, temporary and permanent seeding, sodding, mulching, plastic covering, soil application of polyacrylamide (PAM), the early application of gravel base on areas to be paved, and dust control. • Soil stabilization measures selected should be appropriate for the time of year, site conditions, estimated duration of use, and potential water quality impacts that stabilization agents may have on downstream waters or ground water. • Soil stockpiles must be stabilized from erosion, protected with sediment trapping measures, and when possible, be located away from storm drain inlets, waterways and drainage channels. • Linear construction activities, including right-of-way and easement clearing, roadway development, pipelines, and trenching for utilities, shall be conducted to meet the soil stabilization requirement. Contractors shall install the bedding materials, roadbeds, structures, pipelines, or utilities and re-stabilize the disturbed soils so that: o from October 1 through April 30 no soils shall remain exposed and unworked for more than 2 days; and o from May 1 to September 30, no soils shall remain exposed and unworked for more than 7 days. ELEMENT 6: Protect Slopes • Cut and fill slopes shall be designed and constructed in a manner that will minimize erosion. Page 3 of 8 • Consider soil type and its potential for erosion. • Reduce slope runoff velocities by reducing the continuous length of slope with terracing and diversions, reduce slope steepness, and roughen slope surface. • Off-site stormwater(run-on) shall be diverted away from slopes and disturbed areas with interceptor dikes and/or swales. Off-site stormwater should be managed separately from stormwater generated on the site. • At the top of slopes, collect drainage in pipe slope drains or protected channels to prevent erosion.Temporary pipe slope drains shall handle the peak flow from a 10 year, 24 hour event assuming a Type 1A rainfall distribution.Alternatively,the 10-year and 25-year, 1-hour flow rates indicated by an approved continuous runoff model, increased by a factor of 1.6, may be used. Consult the local drainage requirements for sizing permanent pipe slope drains. • Provide drainage to remove ground water intersecting the slope surface of exposed soil areas. • Excavated material shall be placed on the uphill side of trenches, consistent with safety and space considerations. • Check dams shall be placed at regular intervals within channels that are cut down a slope. • Stabilize soils on slopes, as specified in Element#5. ELEMENT 7: Protect Drain Inlets • All storm drain inlets made operable during construction shall be protected so that stormwater runoff shall not enter the-conveyance system without first being filtered or treated to remove sediment. • All approach roads shall be kept clean.All sediment and street wash water shall not be allowed to enter storm drains without prior and adequate treatment unless treatment is provided before the storm drain discharges to waters of the State. • Inlets should be inspected weekly at a minimum and daily during storm events. Inlet protection devices should be cleaned or removed and replaced when sediment has filled one-third of the available storage (unless a different standard is specified by the product manufacturer). ELEMENT 8:Stabilize Channels and Outlets • All temporary on-site conveyance channels shall be designed, constructed and stabilized to prevent erosion from the expected peak 10 minute velocity of flow from a Type 1A, 10-year, 24- hour frequency storm for the developed condition. Alternatively,the 10-year, 1-hour flow rate indicated by an approved continuous runoff model, increased by a factor of 1.6, may be used. • • Stabilization, including armoring material,adequate to prevent erosion of outlets, adjacent stream banks,slopes and downstream reaches shall be provided at the outlets of all conveyance Page4of8 systems. ELEMENT 9: Control Pollutants • All pollutants, including waste materials and demolition debris,that occur on-site shall be handled and disposed of in a manner that does not cause contamination of stormwater. Woody debris may be chopped and spread on site. • Cover, containment, and protection from vandalism shall be provided for all chemicals, liquid products, petroleum products, and non-inert wastes present on the site (see Chapter 173-304 WAC for the definition of inert waste). On-site fueling tanks shall include secondary containment. • Maintenance and repair of heavy equipment and vehicles involving oil changes, hydraulic system drain down, solvent and de-greasing cleaning operations,fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff must be conducted using spill prevention measures,such as drip pans. Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining, over the vehicle. • Wheel wash or tire bath wastewater,shall be discharged to a separate on-site treatment system or to the sanitary sewer. • Application of agricultural chemicals, including fertilizers and pesticides,shall be conducted in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Manufacturers' recommendations for application rates and procedures shall be followed. • BMPs shall be used to prevent or treat contamination of stormwater runoff by pH modifying sources. These sources include, but are not limited to, bulk cement, cement kiln dust,fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes,and concrete pumping and mixer washout waters. Stormwater discharges shall not cause or contribute to a violation of the water quality standard for pH in the receiving water. • Construction sites with significant concrete work shall adjust the pH of stormwater if necessary to prevent violations of water quality standards. ELEMENT 10: Control De-Watering • Foundation,vault,and trench de-watering water,which has similar characteristics to stormwater runoff at the site,shall be discharged into a controlled conveyance system prior to discharge to a sediment trap or sediment pond. Channels must be stabilized, as specified in Element#8. • Clean, non-turbid de-watering water,such as well-point ground water,can be discharged to systems tributary to state surface waters, as specified in Element#8, provided the de-watering Page 5 of 8 • flow does not cause erosion or flooding of receiving waters. These clean waters should not be routed through a stormwater sediment pond. • Highly turbid or otherwise contaminated dewatering water,such as from construction equipment operation, clamshell digging, concrete tremie pour, or work inside a cofferdam,shall be handled separately from stormwater. • Other disposal options, depending on site constraints, may include: 1) infiltration, 2)transport off-site in a vehicle, such as a vacuum flush truck, for legal disposal in a manner that does not pollute state waters, 3) Ecology-approved on-site chemical treatment or other suitable treatment technologies,4)sanitary sewer discharge with local sewer district approval, if there is no other option, or 5) use of a sedimentation bag with outfall to a ditch or swale for small volumes of localized dewatering. ELEMENT 11: Maintain BMPs • All temporary and permanent erosion and sediment control BMPs shall be maintained and repaired as needed to assure continued performance of their intended function. All maintenance and repair shall be conducted in accordance with BMP specifications. • All temporary erosion and sediment control BMPs shall be removed within 30 days after final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be removed or stabilized on site. Disturbed soil areas resulting from removal of BMPs or vegetation shall be permanently stabilized. ELEMENT 12: Manage the Project • Phasing of Construction - Development projects shall be phased where feasible in order to prevent soil erosion and, to the maximum extent practicable, the transport of sediment from the site during construction. Revegetation of exposed areas and maintenance of that vegetation shall be an integral part of the clearing activities for any phase. • Clearing and grading activities for developments shall be permitted only if conducted pursuant to an approved site development plan (e.g., subdivision approval)that establishes permitted areas of clearing, grading, cutting, and filling. When establishing these permitted clearing and grading areas, consideration should be given to minimizing removal of existing trees and minimizing disturbance/compaction of native soils except as needed for building purposes. These permitted clearing and grading areas and any other areas required to preserve critical or sensitive areas, buffers, native growth protection easements, or tree retention areas shall be delineated on the site plans and the development site. • Seasonal Work Limitations- From October 1 through April 30, clearing,grading, and other soil disturbing activities shall only be permitted if shown to the satisfaction of the local permitting authority that silt-laden runoff will be prevented from leaving the site through a combination of the following: o Site conditions including existing vegetative coverage, slope,soil type and proximity to receiving waters; and Page 6 of 8 o Limitations on activities and the extent of disturbed areas; and o Proposed erosion and sediment control measures. • Based on the information provided and/or local weather conditions,the City of Anacortes may expand or restrict the seasonal limitation on site disturbance. The City shall take enforcement action -such as a notice of violation, administrative order, penalty, or stop-work order under the following circumstances: o If, during the course of any construction activity or soil disturbance during the seasonal limitation period, sediment leaves the construction site causing a violation of the surface water quality standard; or o If clearing and grading limits or erosion and sediment control measures shown in the approved plan are not maintained. • The following activities are exempt from the seasonal clearing and grading limitations: o Routine maintenance and necessary repair of erosion and sediment control BMPs; o Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil; and o Activities where there is one hundred percent infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. • Coordination with Utilities and Other Contractors-The primary project proponent shall evaluate, with input from utilities and other contractors,the stormwater management requirements for the entire project, including the utilities,when preparing the Construction SWPPP. • Inspection and Monitoring-All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function.Site inspections shall be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. The person must have the skills to 1) assess the site conditions and construction activities that could impact the quality of stormwater, and 2) assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. • Whenever inspection and/or monitoring reveals that the BMPs identified in the Construction SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant, appropriate BMPs or design changes shall be implemented as soon as possible. • Maintaining an Updated Construction SWPPP-The Construction SWPPP shall be retained on- site or within reasonable access to the site. • The SWPPP shall be modified whenever there is a significant change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state. • The SWPPP shall be modified, if during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater Page 7 of 8 discharges from the site.The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven (7)calendar days following the inspection. Minimum Requirement 3: Source Control of Pollution All known, available and reasonable source control BMPs shall be applied to all projects. Source control BMPs shall be selected, designed, and maintained according to the 2005 Manual. Source Control BMPs include Operational BMPs and Structural Source Control BMPs. See Volume IV of the 2005 Manual for design details of these BMPs. For construction sites, see Volume II, Chapter 4. Minimum Requirement 4: Preservation of Natural Drainage Systems and Outfalls Natural drainage patterns shall be maintained, and discharges from the project site shall occur at the natural location, to the maximum extent practicable. The manner by which runoff is discharged from the project site must not causes a significant adverse impact to downstream receiving waters and downgradient properties. All outfalls require energy dissipation. Minimum Requirement 5: On-Site Stormwater Management Projects shall employ On-site Stormwater Management BMPs to infiltrate, disperse, and retain stormwater runoff onsite to the maximum extent feasible without causing flooding or erosion impacts. Roof Downspout Control BMPs, functionally equivalent to those described in Chapter 3 of Volume III, and Dispersion and Soil Quality BMPs, functionally equivalent to those in Chapter 5 of Volume V, shall be required to reduce the hydrologic disruption of developed sites. Site Address: 1 i3 14 q 1,3C GO‘..e,,^,cta r of ra-c-e_ Approved By: 4//- U S-an. Signature: /' Z-✓ Date: 3/ 41 A-7 e k cs ,J PPi IM,.S1- 1,2_, 6n-c( � �(� Co�S �L�� ter' �� Page 8 of 8 APPENDIX D - SMALL PARCEL STORM WATER PLAN AUGUST 2014 City of Anacortes Public Works Department\Building Department Small Parcel Storm Water Plan Section 13.36.100 Chapter 13.36 Drainage Requirements and Regulations Project Name: 4934, 4936, 4938 and 4940 Portalis Way (private lane) 4934, 4936, 4938 and 4940 Channel Marker Terrace Owner: Portalis LLC 4819 Portalis Way Anacortes, WA 98221 Site Address: 4934, 4936, 4938 and 4940 Portalis Way 4934, 4936, 4938 and 4940 Channel Marker Terrace Parcel Number: 31580 Prepared By: Portalis LLC, (360) 202-6145 The Small Parcel Storm Water Plan needs to be submitted with the Building permit. To assist City Staff in reviewing your plans, please include any notes or comments you may have regarding individual requirements as they may pertain to this development. 1. SPSP No. 1 --Construction Access Route. a. Construction vehicle access shall be limited to one route, unless approved by the official. The construction of these buildings will be accessed from the Portalis Way access lane (existing) and from the proposed unnamed 20'access road between the upper and lower units. b. A gravel construction driveway shall be installed which will remove as much mud and dirt from the vehicles as possible prior to entering the public roadway. The effectiveness and efficiency of the removal shall be to the satisfaction of the official. Spall rock and gravel base material will be installed for access to the buildings and on the driveways to prevent tracking mud and soil to the private lanes and public streets. The spall rock and gravel will serve as a base for the future concrete driveway. c. If conditions are such that an insufficient amount of material is removed from the tires by contact with the aggregate, the tires shall be washed prior to entering the public right-of-way. The water from this process shall be directed to a sedimentation pond or other appropriate sediment-trapping BMP for treatment prior to release to the public storm water system. Noted. APPENDIX D: SD-02 r 1 1 5 w. S 5 l I- ;tS i t APPENDIX D - SMALL PARCEL STORM WATER PLAN AUGUST 2014 from the lane as necessary. b. Drainage conveyance shall be provided to all impervious areas of the development. Each lot or other developed area shall be provided with direct connection to the main public storm water conveyance system; sidewalk drains will only be allowed with approval of the official. Adequate provisions, to the satisfaction of the official, must be provided for directing storm water runoff away from all neighboring lots. This may be accomplished by providing private drainage easements on common lot lines and/or construction of drainage swales, curtain drains or perforated pipe and connecting to the public storm conveyance system. All or most storm water from impervious areas will be directed to the private detention pond. No neighboring lots will be affected by runoff. c. Verification shall be provided to the city engineer that the as-built detention / retention facility is in compliance with the project requirements. See Portalis final plat approval for verification. d. All site-generated storm runoff shall be directly conveyed to a public storm conveyance system, unless otherwise approved by the official. Easements and/or hold-harmless agreements shall be obtained from affected property owners to allow passage of all site-generated storm runoff that is not directly conveyed to a contiguous public storm conveyance system. Not applicable. e. Adjacent properties shall be protected from sediment deposition by appropriate BMP's including, but not limited to, vegetative buffer strips, sediment barriers or filters, dikes, berms, or mulching, or by a combination of these and other appropriate measures. Not applicable. 4. SPSP No.4--Maintenance.All erosion and sediment control BMP's shall be inspected and maintained regularly by the developer to ensure continued performance of their intended function. Noted. Erosion control by Tracy Stephens of Stephens Excavation & Construction (360) 661-1927 5. SPSP No. 5 -- Other BMP's. Other appropriate BMP's to mitigate the effects of increased runoff or inadequacy of already installed BMP's shall be applied as required or ordered by the official. Noted. 6. SPSP No. 6 --Financial Liability. Performance bonding, or other appropriate instruments, may be required for all projects to ensure compliance with the approved small parcel storm water plan. (Ord. 2441 § 10, 1997) Not applicable. APPENDIX D: SD-02 71�. 7 f\e, `1--1--s ---i-ot/K-eA- a-r.- --- 1-)-•-- ' lee-- ‘ s . . , . i . , , 7-..--- , SECTION R406 Medium Dwelling Unit I 3.5 credits ADDITIONAL ENERGY EFFICIENCY All dwelling units that are not included in #1 or ; . REQUIREMENTS . . #3. f H ❑ 0 . R406.1 Scope. This sectionException: Dwelling units serving R 2 establishes options for a additional criteria to be met for one- and two-family occupancies shall require 2.5 credits. o dwellings and townhouses, as defined in Section 1012 3. Large Dwelling Unit 4.5 credits of the International Residential Code to demonstrate Dwelling imits exceeding 5000 square feet of o ❑ compliance with this code. conditioned floor area. ❑ R406.2 Additional energy efficiency requirements Exception: Dwelling units serving R 2 n (Mandatory). Each dwelling unit in a residential occupancies shall require 2.5 credits. ❑ building shall comply with sufficient options from 4. Additions less than 500 square feet. 0.5 credits Table R406.2 so as to achieve the following minimum ii number of credits: The drawings included with the building permit - . application shall identify which options have been 1. Small Dwelling Unit: .1.5 credits selected and the point value of each option, regardless Dwelling units less than 1500 square feet in of whether separate mechanical, plumbing, electrical, conditioned floor area with less than 300 square or other permits are utilized for the project. feet of fenestration area. Additions to existing building greater than 500 square feet of heated • floor area but less than 1500 square feet TABLE 406.2 • ENERGY CREDITS OPTION DESCRIPTION CREDIT(S) 1a EFFICIENT BUILDING ENVELOPE 1a: 0.5 Prescriptive compliance is based on Table R402.1.1 with the following modifications: Vertical fenestration U =028 Floor R 38 Slab on grade R-10 perimeter and under entire slab • Below grade slab R-10 perimeter and under entire slab or Co H ance based on Section R402.1.4: Reduce the Total UA by 5%. • lb EFFICIENT BUILDING ENVELOPE 1b: 1.0- Prescriptive compliance is based on Table R402.1.1 with the following modifications: Vertical fenestration U =0.25 Wall R 21 plus R-4 Floor R-38 Basement wall R-21 int plus R-5 ci Slab on grade R-10 perimeter and under entire slab Below grade slab R-10 perimeter and under entire slab or Compliance based on Section R402.1.4: Reduce the Total UA by 15%. 1 c EF•r•ICIENT BUILDING ENVELOPE lc: 2.0 Prescriptive compliance is based on Table R402.1.1 with the following modifications: Vertical fenestration U = 0.22 1 Ceiling and single-rafter or joist-vaulted R-49 advanced Wood frame wall R-21 int plus R 12 ci Floor R-38 Basement wall R 21 int plus R-12 ci . i Slab on grade R-10 perimeter and under entire slab Below grade slab R-10 perimeter and under entire slab or Compliance based on Section R402.1.4: Reduce the Total UA by 30%. e Ida EFFICIENT BUILDING: Y� dj,�x .> 0.5 Prescriptive compliance is based on Ta{ble R402.1.1 with the following modifications: ❑ • Vertical fenestration U n = 0.24 _ 0 [I _ 6 • W . • • t _3q • FEB 2 8 2011 !: 2015 Washington State Energy Code r 1 CITY OF ANACORTES . `'d • OPTION DESCRIPTION CREDITS) i 2a AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2a_ 0.5 Compliance based on R402.4.12: -Reduce the tested air leakage to.3.0 air changes per hour maximum ' and All whole house wainlation requirements as determined by Section M1507.3 of the International Residential Code shall be met with a high efficiency fan (maximum 0.35 - • watts/cfm), not interlocked with the furnace fan Ventilation systems using a furnace including an ECM motor are allowed,provided that they are controlled to operate at low speed in ventilation only mode. To qualify to claim this credit,the building permit drawings shall specify the option being selected and shall specify the maximum tested building air leakage and shall show the qualifying ventilation system.. • 2b AIR LEAKAGF CONTROL AND E±NCIENT VENTILATION 2b: 1.0 Compliance based on Section R402.4.12: Reduce the tested air leak ge to 2.0 air changes per hour maximum and All whole house ventilation requirements as determined by Section M1507.3 of the International Residential Code shall be met with a heat recovery ventilation systemu with minimum sensible heat recovery efficiency of 0.70. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the maximum tested building air leakage and shall show the heat recovery ventilation system. 2c AIR LEAKAGF- CONTROL AND EFFICIENT VENTILATION 2c: 1.5 Compliance based on Section R402.4.12: Reduce the tested air leakage to 1.5 air changes per hour maximum and All whole house ventilation requirements as determined by Section M1507.3 of-the International Residential Code shall be met with a heat recovery ventilation system with minimum sensible heat recovery efficiency of 0.85. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the maximum tested building air leakage and shall show the h recovery ventilation system. 3ab HIGH EFFICIENCY HVAC EQUIPME NT 3a: 1_0 • Gas, propane or oil-rued furnace with minimimm AFUE of 94%, or Gas, prop= or oiled-led boiler with mi;;imam AFUE of 92% . To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. 3bb HIUH EFFICIENCY HVAC EQUIPMENT 3b: 1.0 Air-source heat pump with minimum HSPF of 9.0 To qualify to•claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. 3cb HIGH EFFICIENCY HVAC EQUIPMENT 3c: 1.5 Closed-loop ground source heat pump; with a minimmmm COP of 3.3 Or Open loop water source heat pump with a maximum pumping hydraulic head of 150 feet and minimum COP of 3.6 To qualify to claim this credit,the building permit drawings shall specify the option. being selected and shall specify the heating equipment type and the minimum equipment efficiency. 3db HIGH EFFICIENCY HVAC EQUIPMENT 3 d: • 1.0 - Ductless Split System Heat Pumps, Zonal Control: In homes where the primary space heating systew.is zonal electric heating, a ductless heat pump systrau shall be installed and provide heating to the largest zone of the housing unit To qualify to claim this credit,the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. • 2015 Washington State Energy Code RE-35 • • OPTION DESCRIPTION CREDIT(S) II 4 HIGH EFFICIENCY HVAC DISTRIBUTION SYSTEM: 1.0 • • • All heating and cooling system.ctimponents installed inside the conditioned space. This a includes all equipment and distnlution system components such as forced air ducts, hydronic piping,hydronic floor heating loop, convectors and radiators. All combustion equipment shall be direct vent or sealed combustion. a a For forced air ducts: A maximum of 10 linear feet of return ducts and 5 linear feet of a supply ducts may be located outside the conditioned space. All metallic ducts located outside the conditioned space must have both transverse and longitudinal joints sealed a with mastic. If flex ducts are used, they cannot contain splices. Flex duct connections II must be made with nylon straps and installed using a plastic strapping tensioning tnoL Duch located outside the conditioned space must be insulated to a minimum of R-8. a Locating system components in conditioned crawl spaces is not permitted under this • II II option. Electric resistance heat and ductless heat pumps are not permitted under this option. II Direct combustion heating equipment with AFUE less than 80% is not permitted under II II this option. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and shall show the location of the heating and cooling equipment and all tII • the ductwork. 5a EFFICIENT WATER HEATING 5a: 0.5 II a All showerhead and kitchen sink fanrets installed in the house shall be rated at 1.75 GPM or less. All other lavatory faucets shall be rated at 1.0 GPM or less.' a II To qualify to claim this credit, the building permit d-rawings.shall specify the option a being selected and shall specify the maximum-flow rates for all showerheads, kitchen sink faucets, and other lavatory faucets. 5b EFFICIENT WATER BEATING 5b: .1.0 Water heating•system shall include one of the following: a Gas,propane or oil water heater with a minimum EF of 0.74 a a or • Water heater heated by ground source heat pump meeting the requirements of Option ° 3c.II a or a For R-2 occupancy, a central heat pump water heater with an EF greater than 2.0 that a would supply DHW to all the units throng),•a central water loop insulated with R-8 II minimum pipe insulation. To qualify to claim this credit,the building permit drawings shall specify the option being selected and shall specify the water heater equipment type and the minimum equipment efficiency. 5c EFFICIENT WATER HEATING 5c: 1.5 Water heating system shall include one of the following: II Gas, propane or oil water heater with a minimum EF of 0.91 n or B Solar water heating supplementing a minimum standard water heater. Solar water • heating will provide a rated minimum savings of 85 therms or 2000 kWh based on the Solar Rating and Certification Corporation(SRCC) Annual Performance of OG-300 Certified Solar Water Heating Systems. II or II Electric heat pump water heater with a minimum of 2.0 and meeting the standards of NEEA's Northern Climate Specifications for Heat Pump Water Heaters. To qualify to claim this credit, the bu9 ilciing permit drawings shall specify the option • being selected and shall specify the water heater equipment type and the minimum II equipment efficiency and, for solar water heating systems, the calculation of the II minimum energy savings. . . . 0 RtsCilii, • • FEB 282011 RE-36 2015 Washington State Energy Code CITY OF ANACORTES • • • OPTION DESCRIPTION CREDIT(S) 5 d EFFICIENT WATER HEATING 5 d: 0.5 A drain water heat recovery unit(s}-shall be installed, which captures waste water heat from all the showers, and has a minimum efficiency of 40%if installed for equal flow or a minimum efficiency of 52% if installed for unequal flow. Such units shall be rated in accordance with CSA B55.1 and be so labeled.. To qualify to claim this credit, the building permit drawings shall include a plumbing diagram that specifies the drain water heat recovery units and the plumbing layout needed to install it and labels or other documentation shall be provided that demonstrates that the unit complies with the standard. 6 RENEWABLE ELECTRIC ENERGY: 0.5 For each 1200 kWh of electrical generation per housing unit provided annually by on-site wind or solar equipment a 0S credit.shall be allowed,up to 3 credits. Generation shall be calculated as follows: For solar electric systems, the design shall be demonstrated to meet this requirement using the National Renewable Energy Laboratory calculator PVWATTs. Documentation noting solar access shall be included on the plans. For wind generation projects designs shall document annual power generation based on the following factors: The wind turbine power curve; average annual wind speed at the site; frequency distribution of the wind speed at the site and height of the tower. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall show the photovoltaic or wind turbine equipment type,provide documentation of solar and wind access, and include a calculation of the minimum annual energy power production_ a- Projects using This option may not use Option la, lb or lc. b. Projects may only include credit from one space heating option, 3a, 3b, 3c or 3d. When a housing unit has two pieces of equipment (Le.,two furnaces) both must meet the standard to receive the credit c. Plumbing Fixtures Flow Ratings. Low flow plumbing fixtures (water closets and urinals) and fittingc (faucets and showerheads) shall comply with the following requirements: 1. Residential bathroom lavatory sink faucets: Maaxirnum flow rate - 3.8 IJmin(1.0 gal/min)when tested in accordance with ASME A112.18.1/CSA B125.1. 2. Residential kitchen faucets: Maximum flow rate - 6.6 L/min (1.75 gal/min)when tested in accordance with ASME A112.18.IICSA B 125.1. 3. Residential showerheads: Maximum flow rate - 6.6 L/min.(1.75 gal/min) when tested in accordance with ASME AI 12.18.1/CSA B 125,1. • • • • • • • • 2015 Washington State Energy Code RE-37 -X 0 City of Anacortes Invoice/Permit#: BLD-2017-0054 G 904 6th Street Applied date: 02/01/2017 P.O.Box 547 Issue date: 02/07/2018 s-P'! C Anacortes, WA 98221-0547 Expire date: 08/06/2019 ;< , : (360) 293-1901 Job Address: 4934 CHANNEL MARKER TER Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: East Unit of new Duplex Building constructed per approved plans Owner: PORTALIS LLC Contractor: PORTALIS LLC Address: 4819 PORTALIS WAY Address: 4819 PORTALIS WAY ANACORTES WA 98221-4031 ANACORTES WA 98221-4031 Phone: (360)202-6145 Phone: (360)202-6145 License#: PORTAL*895L2 General Information: Fees: Occupancy Group it-2 Plan Review Deposit 200.00 Use Zone CM-PUD Building Permit Fee 1,906.55 Basement Square Footage 1000 Plan Review Fee 1,039.26 Lot Area 41091 Mechanical Permit Fees 129.15 1st Floor Square Footage 1140 Plumbing Permit Fee 132.00 Garage Square Footage 420 State Building Code Fee 4.50 Deck Square Footage 144 Sewer Inspection Fee 50.00 Building Valuation 262152 Sewer GFC-Residential 9,206.33 # Forced Air Furnace <=1,000 1 Park Impact Fee 615.00 #of Bathtubs 1 Traffic Impact Fee 900.00 #of Clothes Dryers 1 Storm Drain GFC-Residential 1,550.93 #of Clothes Washers 1 Total Calculated: 15,733.72 #of Dishwashers 1 Deposits/Receipts: 200.00 #_of_Gas Outlets 1 #of Gas Fireplace 1 Total Due: 15,533.72 #of Gas Piping 1 #of Gas Water Heaters 1 r, -0 Co CO -„ #of Water Piping I T � ,. r- ,_n 1--- r, #of Hose Bibbs 2 If, it. N. n. �- #of Kitchen Sinks .., . I rt 1 r, ,. rr• •j i ir, #of Lavatories 4 - '- „ r #of Range Hoods 1 r r 4 r i x:. #of Showers 2 ..x ::. r 7: ,-, 7+: : .-i- 1--, ,t, _, #of Ventilation Fans 6 ",. _'' '" CO t"». !'• r- ,t," #of Water Closets 3 1.. :; ,L, r-- 7: a+ ,t, Co -n r- . y r., , rF':l - t< --1 ,-. C' t^l --1 ,t. ,_: ,J ,-,. i ri ,i -p. ,•-.. -••1 :•; ,t. - ra r,.a t' 4.. h.' ,t, �. OD w -r 1 X C" , City of Anacortes Invoice/Permit#: BLD-2017-0054 C.) 904 6th Street Applied date: 02/01/2017 P.O.Box 547 Issue date: 02/07/2018 < P 0' Anacortes, WA 98221-0547 Expire date: 08/06/2019 geV- T. (360) 293-1901 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. SI NA RE OF OWNER ORAUTHORIZE�A ENT ISSUE Y --S- 4 City of Anacortes Invoice/Permit#: BLD-2017-0055 - 904 6th Street Applied date: 02/01/2017 `"� -z P.O.Box 547 Issue date: 02/07/2018 0; Anacortes, WA 98221-0547 r ''` iiiii Expire date: 08/06/2019 ' (360) 293-1901 Job Address: 4936 CHANNEL MARKER TER Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: West Unit of new Duplex Building constructed per approved plans Owner: PORTALIS LLC Contractor: PORTALIS LLC Address: 4819 PORTALIS WAY Address: 4819 PORTALIS WAY ANACORTES WA 98221-4031 ANACORTES WA 98221-4031 Phone: (360)202-6145 Phone: (360)202-6145 License#: PORTAL*895L2 General Information: Fees: Occupancy Group it-2 Storm Drain GFC-Residential 1,550.93 Use Zone CM-PUD Plan Review Deposit 200.00 Basement Square Footage 1000 Building Permit Fee 1,906.55 Lot Area 41091 Plan Review Fee 1,039.26 1st Floor Square Footage 1140 Mechanical Permit Fees 129.15 Garage Square Footage 420 Plumbing Permit Fee 132.00 Deck Square Footage 144 State Building Code Fee 4.50 Building Valuation 262152 Sewer Inspection Fee 50.00 # Forced Air Furnace<=1,000 1 Sewer GFC-Residential 9,206.33 #of Bathtubs 1 Park Impact Fee 615.00 #of Clothes Dryers 1 Traffic Impact Fee 900.00 #of Clothes Washers 1 Total Calculated: 15,733.72 #of Dishwashers 1 Deposits/Receipts: 200.00 #_of_Gas Outlets 1 #of Gas Fireplace 1 Total Due: 15,533.72 #of Gas Piping 1 #of Gas Water Heaters 1 ,� _.1 -n, , co •�, #of Water Piping 1 7i ,: _}. r n CO it #of Hose Bibbs 2 .. ` ' 'i, C. kit rt. F..l Cr.. r.... :i, i, , t..d #of Kitchen Sinks 1 •-, r, _µ , if' #of Lavatories .+ _1 -c1 -, 4 � ��• r•• i a c• t' #of Range Hoods 1 .• ` '� L. .. m rqT;. #of Showers 2 S. ill r- ,'- - 44- El #of Ventilation Fans 6 _ N.. .1.+ 1.---.r, . i�� ; If. i ' f.•F � w.-n #of Water Closets 3 r- m . m F-« :4, i-, ry 1'J h.i 1 C, r• - t•:, :7? f*J . I0 r—• i, •-- r n c., t o .o � ,t, o cn .71. .D --1 :' rt. ' 1,3 .t il- 8. Y `'` City o f Anacortes Invoice/Permit#: BLD-2017-0055 904 6th Street "wr Applied date: 02/01/2017 P.O.Box 547 0: Anacortes, WA 98221-0547 Issue date: 02/07/2018 .'41Expire date: 08/06/2019 'ifs (360) 293-1901 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. SIGNATURE 0 OWNER OR AUTHORIZED AGENT ISSUED BY 4\e l' iiiii PLANNING, COMMUNITY,&ECONOMIC DEVELOPMENT DEP o\• NT RESIDENTIAL BUILDING PERMIT APPLICA `3..\ t1/47,... '"' Mailing Address: P.O. Box 547, Anacortes, WA 9 �`• 0, �'c�`•' Office Location: 904 6th Street, Anacortes WA '::�; �<cy PGC Phone: (360) 293-1901, Fax: (360) 293-1938 Q� PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQUIREMENTS 1 DDRESS(Street,Suite#): Parcel(s)#: • of#: r.d?, C Project Valuation: $ b/ITA �S / �P�r 20 2 l5L APP ICANT: Phone: Fax: )>diZTA-it 1 Lz c 3. ) ze 2---4::'</s ,A//4 Address(Street,Ci ,State,Zip): E-Mail Address: qq/p in 5 lei,¢y , 1, ,-/Z. s C ,z77Z-Z:i .�-« PROPERTY OWNER: Phone: Fax: 4.P7—ifr,s Lc� y- "3/4 Address(Street,City,State,Zip):----- MaV7 tY> p)� E-Mail Address: 1;eyli .eta/2T7!`tf i t f/�/ 14..r11 i2T.L j /1-5 Q/�s -e• CONTACT PERSON: Phone: Fax: Address(Street,City,St/aate,Zip): E-Mail Address: / LENDING AGENCY: Phone: Fax: Address(Street,City,State,Zip): E-Mail Address: CONTRACTOR:* Phone: Fax: /4agv/.�. , .PLC 7�z�/f Ai lei Address(Street,City,State,Zip): E-Mail Address: I/ .� *All Contractors&Subcontractors must have a valid City of Anacortes Professional License#: Exp.Date: business license prior to doing work in the City. Contact the City's Business License#: Exp.Date: Finance Department at(360)299-1968. PROPOSED WORK: 4.1,-e) Gi= f r.,..4- , 2_ ��,,.., PROPOSED NEW SQUARE FOOTAGE: Basement SQ': //yam f Finished Basement: X Unfinished Basement ❑ lst Floor SQ': //yl11, Garage/Carport SQ': 211d Floor SQ': `,g. Deck/Covered Porch/Patio SQ': /yam Fire Sprinkler: Yes U No �5 Lot Area SQ': l off'/ I declare under penalty of perjury that the information I have provided on this form/application is true,correct,and complete,and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Anacortes. Print Name: /i - ,5 ,•./, F_,.:7 Owner p/gent ❑(specify): Signature: ,,/�j�u �-/Z Date: /// Page 1 of 3 MECHANICAL: Equipment Type: Appliance/Equipment Information(new and relocated): Total#: Furnace: Gas#: ✓ Elec#: Other#: / Gas Water Heater: #: 1/ Location(s): Heat Pump: Elec#: Other#: i. Air Conditioning: Elec#: Other#: Boiler: Gas#: Elec#: Other#: BTUs: Exhaust Fans: Bath#: Laundry#: Other: 4 Range Hood: #: Location(s): / Fireplace: Gas#: (/ Elec#: Other:#: Location(s): / Clothes Dryer:/Duct: Gas#: V Elec#: Other:#: Location(s): Stove/Range/Oven: Gas#: .-t Elec#: Other:#: Location(s): / ciaatge Huua- laecatiau(,): Gas Outlet(s): #: Location(s): pa o A6q Other: #: Location(s): / TOTAL PLUMBING FIXTURES: Fixture Type(new and relocated): Total#: Fixture Type(new and relocated): Total#: Water Closet(Toilet): s Refrigerator water supply(for water/ice dispenser): 1 Kitchen Sink: I Pressure Reduction Valve/Pressure Regulator: Utility Sink: Water Service Line: Tub: I Water Piping: I Hand Sink: Clothes Washer: I Shower: 2- Electric Water Heater: Tank-less? Yes ❑ No ❑ -- Dishwasher: 1 Backflow Prevention Device: Hose Bib: TOTAL OUTLETS: l TOTAL OUTLETS: / (I_ rC - 1 \—/-21p (i.0 Gk./1-2 '-').--,‘ (-/ Tfs Page 2 of 3 "1' 0`'' City of Anacortes Invoice/Permit#: BLD-2017-0055 904 6th Street Applied date: 02/01/2017 P.O.Box 547 Issue date: 1>, 0 Anacortes, WA 98221-0547 Expire date: 07/31/2018 ``` � "E (360) 293-1901 Job Address: 4936 CHANNEL MARKER TER Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: West Unit of new Duplex Building constructed per approved plans Owner: PORTALIS LLC Contractor: PORTALIS LLC Address: 4819 PORTALIS WAY Address: 4819 PORTALIS WAY ANACORTES WA 98221-4031 ANACORTES WA 98221-4031 Phone: (360)202-6145 Phone: (360)202-6145 License#: PORTAL*895L2 General Information: Fees: Occupancy Group it-2 Plan Review Deposit 200.00 Use Zone CM-PUD Building Permit Fee 1,906.55 Basement Square Footage 1000 Plan Review Fee 1,039.26 Lot Area 41091 Mechanical Permit Fees 129.15 1st Floor Square Footage 1140 Plumbing Permit Fee 132.00 Garage Square Footage 420 State Building Code Fee 4.50 Deck Square Footage 144 Sewer Inspection Fee 50.00 Building Valuation 262152 Storm Drain GFC-Residential 2,958.99 # Forced Air Furnace<=1,000 1 Sewer GFC-Residential 9,206.33 Impact Fee 615.00 #of Bathtubs 1 Traffic Impact Fee 900.00 #of Clothes Dryers 1 #of Clothes Washers 1 Total Calculated: 17,141.78 #of Dishwashers 1 Deposits/Receipts: 0.00 #_of_Gas Outlets 1 #of Gas Fireplace 1 Total Due: 17,141.78 #of Gas Piping 1 #of Gas Water Heaters 1 .J —i "TJ co Co C, #of Water Piping 1 T1 a: ' r 01 " a' #of Hose Bibbs 2 -4 a I •.) '_' _: 2 U•. ,t. I 4. 1.•• #of Kitchen Sinks 1 p.' o i ••c, 'T if n .1• 1--. I If7 #of Lavatories 4 t: D -; ' ;- #of Range Hoods 1 0 ,, '7 _ ▪ _, 0 C.? --I LJ u. #of Showers 2 c n rz-- rl 1-1 .-1- ems. #of Ventilation Fans 6 •X- 0 •• 07. ca Io #of Water Closets 3 ,. : y_ r-- :h: It, • Co -n r- n▪l o., C' CI.' �. r._ NDI-+ _i ,r, --1 ?7 h.i I rE. CD 0 If, F++ 0 r• •--1 cn c_n it, ,-- iO p:i .7, ,., I 0 0 r-I CD R. •' C, _n r•., C' C' -n Z •-- ,::::, C, it: ra . rr 4` Cityof Anacortes Invoice/Permit#: BLD-2017-0055 G 904 6th Street Applied date: 02/01/2017 ,_ P.O.Box 547 �, Issue date: U#,.' Anacortes, WA 98221-0547 :,e , Expire date: 07/31/2018 ,;4 '_° (360) 293-1901 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY `-S.'1 Y C ' ' City of Anacortes Invoice/Permit#: BLD-2017-0054 904 6th Street � Applied date: 02/01/2017 P.O.Box 547 Issue date: -:,'�.% `0 Anacortes, WA 98221-0547 Expire date: 07/31/2018 rr, � �a, (360) 293-1901 Job Address: 4934 CHANNEL MARKER TER Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: East Unit of new Duplex Building constructed per approved plans Owner: PORTALIS LLC Contractor: PORTALIS LLC Address: 4819 PORTALIS WAY Address: 4819 PORTALIS WAY ANACORTES WA 98221-4031 ANACORTES WA 98221-4031 Phone: (360) 202-6145 Phone: (360)202-6145 License#: PORTAL*895L2 General Information: Fees: Occupancy Group it-2 Plan Review Deposit 200.00 Use Zone CM-PUD Building Permit Fee 1,906.55 Basement Square Footage 1000 Plan Review Fee 1,039.26 Lot Area 41091 Mechanical Permit Fees 129.15 1st Floor Square Footage 1140 Plumbing Permit Fee 132.00 Garage Square Footage 420 State Building Code Fee 4.50 Deck Square Footage 144 Sewer Inspection Fee 50.00 Building Valuation 262152 Storm Drain GFC-Residential 2,958.99 r # Forced Air Furnace<=1,000 1 Sewer GFC-Residential 9,206.33 #of Bathtubs 1 Park Impact Fee 615.00 #of Clothes Dryers 1 Traffic Impact Fee 900.00 - #of Clothes Washers 1 Total Calculated: 17,141.78 #of Dishwashers 1 Deposits/Receipts: 0.00 #_of Gas Outlets 1 #of Gas Fireplace 1 Total Due: 17,141.78 #of Gas Piping 1 #of Gas Water Heaters 1 #of Water Piping 1 . V 'i ' T 52. a -- 7 #of Hose Bibbs 2 F. ,~� n m ra .t #of Kitchen Sinks 1 -7 a, i- ina Irt #of Lavatories 4 in '-,- -.4 73 f`� — r• I> i O O LL• #of Range Hoods 1 •;4. o in -1 cry ri. c f� xi. #of Showers 2 f r. 4s r ti, H #of Ventilation Fans 6 0 ." CO � V. p CO CO V. r •-• H-CI #of Water Closets y" •= r s' ,T` .-1- r- E--. i.! w I 3* It' a Cr.) ,-.- -n r Ni n• C. CI i r, f... _ Ni .,ia ,... 0 r 1,•) I-' it 0 c. Ifi r CI -'• -.J to Q. 1:0 N.) _, 1::1 d_i C:.i -o D ' H. tt' • • �Y.' 4`'. City of Anacortes Invoice/Permit#: BLD-2017-0054 • 904 6th Street ~ Applied date: 02/01/2017 P.O.Box 547 Issue date: C Anacortes, WA 98221-0547 Expire date: 07/31/2018 (360) 293-1901 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY vlz Y o Planning, Community, & Economic Development Department PO Box 547, Anacortes, WA 98221 PH: 360.299.1984 \�4 w� Construction Stormwater Pollution Prevention Plan (SWPPP) For those projects vested under the 2005 Stormwater Manual Building permit applications for lots that are part of a subdivision that was recorded no more than 10 years prior to the date of the complete building permit application may continue to use the stormwater codes in effect at the time the subdivision application was submitted, if stormwater was addressed at the subdivision/plat level. If construction has not started as of January 1, 2022, the site will be subject to the 2012/2014 manual. A SWPPP following the Elements listed below shall be prepared and provided on site at all times.All new vested developments shall comply with the Elements listed below, unless site conditions render the element unnecessary and the exemption from that element is clearly justified in the narrative of the SWPPP. Minimum Requirements 3,4, and 5 are listed in addition to these Elements. Include the Best Management Practices (BMPs) in your SWPPP that are applicable to those minimum requirements. Clearly state the author of the SWPPP and who the on-site inspector will be.The SWPPP will have a correlating site plan, and these documents will be reviewed at the time of the City's inspection. A site evaluation inspection will take place prior to building permit issuance.The BMPs and SWPPP will be inspected after building permit issuance, prior to any digging, clearing, or grading outside of the BMP installation. ELEMENT 1: Mark Clearing Limits • Prior to beginning land disturbing activities, including clearing and grading, all clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area shall be clearly marked, both in the field and on the plans, to prevent damage and offsite impacts. Plastic, metal, or stake wire fence may be used to mark the clearing limits. • The duff layer, native top soil, and natural vegetation shall be retained in an undisturbed state to the maximum extent practicable. If it is not practicable to retain the duff layer in place, it should be stockpiled on-site, covered to prevent erosion, and replaced immediately upon completion of the ground disturbing activities. ELEMENT 2: Establish Construction Access • Construction vehicle access and exit shall be limited to one route, if possible, or two for linear projects such as roadways where more than one access is necessary for large equipment maneuvering. Stabilize access points with a pad of quarry spalls, crushed rock, or other equivalent BMPs,to minimize tracking onto roads. • Access points shall be stabilized with a pad of quarry spalls or crushed rock prior to traffic leaving the construction site to minimize the tracking of sediment onto public roads. Wheel wash or tire baths should be located on-site, if applicable. Page 1 of 8 • • If sediment is tracked off site, public roads shall be cleaned thoroughly at the end of each day, or more frequently during wet weather, if necessary to prevent sediment from entering waters of the state. Sediment shall be removed from roads by shoveling or pickup sweeping and shall be transported to a controlled sediment disposal area. Street washing will be allowed only after sediment is removed in this manner. • Street wash wastewater shall be controlled by pumping back on-site, or otherwise be prevented from discharging into systems tributary to state surface waters. ELEMENT 3: Control Flow Rates • Properties and waterways downstream from development sites shall be protected from erosion due to increases in the volume,velocity, and peak flow rate of stormwater runoff from the project site. • Downstream analysis is necessary if changes in flows could impair or alter conveyance systems, stream banks, bed sediment or aquatic habitat. See Chapter 3 of the 2005 Stormwater Manual for offsite analysis guidance. • The City of Anacortes may require pond designs that provide additional or different stormwater flow control if necessary to address local conditions or to protect properties and waterways downstream from erosion due to increases in the volume,velocity, and peak flow rate of stormwater runoff from the project site. • If permanent infiltration ponds are used for flow control during construction, these facilities should be protected from siltation during the construction phase. ELEMENT 4: Install Sediment Controls • Prior to leaving a construction site,or prior to discharge to an infiltration facility, stormwater runoff from disturbed areas shall pass through a sediment pond or other appropriate sediment removal BMP. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control performance standard of Element#3, bullet#1. Full stabilization means concrete or asphalt paving; quarry spalls used as ditch lining; or the use of rolled erosion products, a bonded fiber matrix product, or vegetative cover in a manner that will fully prevent soil erosion. The City of Anacortes shall inspect and approve areas stabilized by means other than pavement or quarry spalls. • Sediment ponds,vegetated buffer strips, sediment barriers or filters, dikes, and other BMPs intended to trap sediment on-site shall be constructed as one of the first steps in grading. These BMPs shall be functional before other land disturbing activities take place. • Earthen structures such as dams, dikes, and diversions shall be seeded and mulched according to the timing indicated in Element#5. Page 2 of 8 • BMPs intended to trap sediment on site must be located in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off-channel areas or drainages, often during non-storm events, in response to rain event changes in stream elevation or wetted area. ELEMENT 5: Stabilize Soils • All exposed and unworked soils shall be stabilized by application of effective BMPs that protect the soil from the erosive forces of raindrop impact and flowing water, and wind erosion. • From October 1 through April 30, no soils shall remain exposed and unworked for more than 2 days. From May 1 to September 30, no soils shall remain exposed and unworked for more than 7 days. This condition applies to all soils on site, whether at final grade or not. These time limits may be adjusted by the local permitting authority if it can be shown that the average time between storm events justifies a different standard. • Soils shall be stabilized at the end of the shift before a holiday or weekend if needed based on the weather forecast. • Applicable practices include, but are not limited to, temporary and permanent seeding, sodding, mulching, plastic covering, soil application of polyacrylamide (PAM), the early application of gravel base on areas to be paved, and dust control. • Soil stabilization measures selected should be appropriate for the time of year, site conditions, estimated duration of use, and potential water quality impacts that stabilization agents may have on downstream waters or ground water. • Soil stockpiles must be stabilized from erosion, protected with sediment trapping measures, and when possible, be located away from storm drain inlets, waterways and drainage channels. • Linear construction activities, including right-of-way and easement clearing, roadway development, pipelines, and trenching for utilities, shall be conducted to meet the soil stabilization requirement. Contractors shall install the bedding materials, roadbeds, structures, pipelines, or utilities and re-stabilize the disturbed soils so that: o from October 1 through April 30 no soils shall remain exposed and unworked for more than 2 days; and o from May 1 to September 30, no soils shall remain exposed and unworked for more than 7 days. ELEMENT 6: Protect Slopes • Cut and fill slopes shall be designed and constructed in a manner that will minimize erosion. Page 3 of 8 • • Consider soil type and its potential for erosion. • Reduce slope runoff velocities by reducing the continuous length of slope with terracing and diversions, reduce slope steepness,and roughen slope surface. • Off-site stormwater(run-on) shall be diverted away from slopes and disturbed areas with interceptor dikes and/or swales. Off-site stormwater should be managed separately from stormwater generated on the site. • At the top of slopes, collect drainage in pipe slope drains or protected channels to prevent erosion.Temporary pipe slope drains shall handle the peak flow from a 10 year, 24 hour event assuming a Type 1A rainfall distribution.Alternatively,the 10-year and 25-year, 1-hour flow rates indicated by an approved continuous runoff model, increased by a factor of 1.6, may be used. Consult the local drainage requirements for sizing permanent pipe slope drains. • Provide drainage to remove ground water intersecting the slope surface of exposed soil areas. • Excavated material shall be placed on the uphill side of trenches, consistent with safety and space considerations. • Check dams shall be placed at regular intervals within channels that are cut down a slope. • Stabilize soils on slopes, as specified in Element#5. ELEMENT 7: Protect Drain Inlets • All storm drain inlets made operable during construction shall be protected so that stormwater runoff shall not enter the conveyance system without first being filtered or treated to remove sediment. • All approach roads shall be kept clean.All sediment and street wash water shall not be allowed to enter storm drains without prior and adequate treatment unless treatment is provided before the storm drain discharges to waters of the State. • Inlets should be inspected weekly at a minimum and daily during storm events. Inlet protection devices should be cleaned or removed and replaced when sediment has filled one-third of the available storage (unless a different standard is specified by the product manufacturer). ELEMENT 8:Stabilize Channels and Outlets • All temporary on-site conveyance channels shall be designed, constructed and stabilized to prevent erosion from the expected peak 10 minute velocity of flow from a Type 1A, 10-year, 24- hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate indicated by an approved continuous runoff model, increased by a factor of 1.6, may be used. • Stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent stream banks,slopes and downstream reaches shall be provided at the outlets of all conveyance Page 4 of 8 systems. ELEMENT 9: Control Pollutants • All pollutants, including waste materials and demolition debris,that occur on-site shall be handled and disposed of in a manner that does not cause contamination of stormwater.Woody debris may be chopped and spread on site. • Cover, containment, and protection from vandalism shall be provided for all chemicals, liquid products, petroleum products, and non-inert wastes present on the site (see Chapter 173-304 WAC for the definition of inert waste). On-site fueling tanks shall include secondary containment. • Maintenance and repair of heavy equipment and vehicles involving oil changes, hydraulic system drain down, solvent and de-greasing cleaning operations,fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff must be conducted using spill prevention measures, such as drip pans. Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining, over the vehicle. • Wheel wash or tire bath wastewater, shall be discharged to a separate on-site treatment system or to the sanitary sewer. • Application of agricultural chemicals, including fertilizers and pesticides, shall be conducted in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Manufacturers' recommendations for application rates and procedures shall be followed. • BMPs shall be used to prevent or treat contamination of stormwater runoff by pH modifying sources. These sources include, but are not limited to, bulk cement, cement kiln dust,fly ash, new concrete washing and curing waters,waste streams generated from concrete grinding and sawing, exposed aggregate processes,and concrete pumping and mixer washout waters. Stormwater discharges shall not cause or contribute to a violation of the water quality standard for pH in the receiving water. • Construction sites with significant concrete work shall adjust the pH of stormwater if necessary to prevent violations of water quality standards. ELEMENT 10: Control De-Watering • Foundation,vault, and trench de-watering water,which has similar characteristics to stormwater runoff at the site, shall be discharged into a controlled conveyance system prior to discharge to a sediment trap or sediment pond. Channels must be stabilized, as specified in Element#8. • Clean, non-turbid de-watering water,such as well-point ground water, can be discharged to systems tributary to state surface waters, as specified in Element#8, provided the de-watering Page 5 of 8 • flow does not cause erosion or flooding of receiving waters. These clean waters should not be routed through a stormwater sediment pond. • Highly turbid or otherwise contaminated dewatering water, such as from construction equipment operation, clamshell digging, concrete tremie pour, or work inside a cofferdam,shall be handled separately from stormwater. • Other disposal options, depending on site constraints, may include: 1) infiltration, 2)transport off-site in a vehicle, such as a vacuum flush truck,for legal disposal in a manner that does not pollute state waters, 3) Ecology-approved on-site chemical treatment or other suitable treatment technologies,4) sanitary sewer discharge with local sewer district approval, if there is no other option, or 5) use of a sedimentation bag with outfall to a ditch or swale for small volumes of localized dewatering. ELEMENT 11: Maintain BMPs • All temporary and permanent erosion and sediment control BMPs shall be maintained and repaired as needed to assure continued performance of their intended function. All maintenance and repair shall be conducted in accordance with BMP specifications. • All temporary erosion and sediment control BMPs shall be removed within 30 days after final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be removed or stabilized on site. Disturbed soil areas resulting from removal of BMPs or vegetation shall be permanently stabilized. ELEMENT 12: Manage the Project • Phasing of Construction - Development projects shall be phased where feasible in order to prevent soil erosion and,to the maximum extent practicable,the transport of sediment from the site during construction. Revegetation of exposed areas and maintenance of that vegetation shall be an integral part of the clearing activities for any phase. • Clearing and grading activities for developments shall be permitted only if conducted pursuant to an approved site development plan (e.g., subdivision approval) that establishes permitted areas of clearing, grading, cutting, and filling. When establishing these permitted clearing and grading areas, consideration should be given to minimizing removal of existing trees and minimizing disturbance/compaction of native soils except as needed for building purposes. These permitted clearing and grading areas and any other areas required to preserve critical or sensitive areas, buffers, native growth protection easements, or tree retention areas shall be delineated on the site plans and the development site. • Seasonal Work Limitations- From October 1 through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if shown to the satisfaction of the local permitting authority that silt-laden runoff will be prevented from leaving the site through a combination of the following: o Site conditions including existing vegetative coverage, slope,soil type and proximity to receiving waters; and Page 6 of 8 o Limitations on activities and the extent of disturbed areas; and o Proposed erosion and sediment control measures. • Based on the information provided and/or local weather conditions,the City of Anacortes may expand or restrict the seasonal limitation on site disturbance. The City shall take enforcement action -such as a notice of violation, administrative order, penalty, or stop-work order under the following circumstances: o If, during the course of any construction activity or soil disturbance during the seasonal limitation period, sediment leaves the construction site causing a violation of the surface water quality standard; or o If clearing and grading limits or erosion and sediment control measures shown in the approved plan are not maintained. • The following activities are exempt from the seasonal clearing and grading limitations: o Routine maintenance and necessary repair of erosion and sediment control BMPs; o Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil; and o Activities where there is one hundred percent infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. • Coordination with Utilities and Other Contractors-The primary project proponent shall evaluate,with input from utilities and other contractors, the stormwater management requirements for the entire project, including the utilities, when preparing the Construction SWPPP. • Inspection and Monitoring-All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site inspections shall be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. The person must have the skills to 1) assess the site conditions and construction activities that could impact the quality of stormwater, and 2) assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. • Whenever inspection and/or monitoring reveals that the BMPs identified in the Construction SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant, appropriate BMPs or design changes shall be implemented as soon as possible. • Maintaining an Updated Construction SWPPP-The Construction SWPPP shall be retained on- site or within reasonable access to the site. • The SWPPP shall be modified whenever there is a significant change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state. • The SWPPP shall be modified, if during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater Page 7 of 8 discharges from the site.The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven (7) calendar days following the inspection. Minimum Requirement 3: Source Control of Pollution All known, available and reasonable source control BMPs shall be applied to all projects. Source control BMPs shall be selected, designed, and maintained according to the 2005 Manual. Source Control BMPs include Operational BMPs and Structural Source Control BMPs. See Volume IV of the 2005 Manual for design details of these BMPs. For construction sites, see Volume II, Chapter 4. Minimum Requirement 4: Preservation of Natural Drainage Systems and Outfalls Natural drainage patterns shall be maintained, and discharges from the project site shall occur at the natural location, to the maximum extent practicable. The manner by which runoff is discharged from the project site must not causes a significant adverse impact to downstream receiving waters and downgradient properties. All outfalls require energy dissipation. Minimum Requirement 5: On-Site Stormwater Management Projects shall employ On-site Stormwater Management BMPs to infiltrate, disperse, and retain stormwater runoff onsite to the maximum extent feasible without causing flooding or erosion impacts. Roof Downspout Control BMPs, functionally equivalent to those described in Chapter 3 of Volume III, and Dispersion and Soil Quality BMPs, functionally equivalent to those in Chapter 5 of Volume V, shall be required to reduce the hydrologic disruption of developed sites. Site Address: L `c3 14 I/6t, CG - Ter0-c-2__ Approved By: /i- 4-a,\. Signature: /2� Date: 3//1 l A-7 0 A-slope? 6,,,,sf- bz, oc,_c(fe--, Page 8 of 8 ,---3,„...:----- . .. . - ' 250.307.6818 www,025 <1. .ix No. -- Description Date -,:,_-- :'. „ BP BUILDING PERMIT Aug 30 2016 5( - Pre-Engineered Beam 4Qii Asphalt Shingles on HardiePlank on Q201 -1/2,, Gypsum Board BuildingPaper Building Paper 7/16" Roof Sheathing 3/8" Exterior Sheathing Rail 'peered Trusses & Glass Guard R - ----- - Min. 18" Below Grade 2x4 @ 16" o/c - ' , 2x6 @16" o/c ,_, - Pre-Eng! _ ..„„ CO Aluminum c/w 4" Perforated Perimeter Batt Insulation ,cia) R-40 Insulation 42" A.F.F. with Drain 20 . co?) 1/2" Gypsum Board Fill With R20 Drain surroundedAssemt)bl ies 'I Poly Vapour Barrier 6 MI s Both Sides of 6 MI s _- - _- - - _ Rock and Filter Cloth Y 1 Gypsum ing Wall on Board 5/8" TYPe "-I --- 2x6 Support 1/2" Gypsum 24"x8" Concrete Foundation Shakes on Aluminum Soffit --- 10 8" Reinforced Concrete Wall 3(c, Hardie l )3 Perforated _— -- Both Sides of Building Paper --- 41) 1/2" Gypsum Board --- , 3/8" Exterior Sheathing Accent Band figt for EngineeredFlush HiddenCeiling Truss „ — gip Column on 2x6 @16" o/c ___-- - on , With Batt Insulation , --- Fill Wi 111111111111100,,,, „„ , , ininalaidin: , ,'..3,1•' '' ''...i,r' :.:',';'''' 7 r: ' a,"==------ ''''''';'''''''''L;:''''ilifir4iiiiiiiiiiinitalliiiiiiiitillitlinifinanibmigfilaNIMINIMMINOSMONV% IOW SIONOMMI! , fl) Compacted Fill Vapour Barrier Fill WI .'th R20 Batt Insulation 6 Mils Poly 4'Q)7 Corner Boards 1 mi0111r1,.. 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I„, --- . - ,,,„ : , •t — — 1 Single-Raised Pane ,„ , " x 8'-0" 2 1 16-0 ENGINEERING . : 2 Family yoor Schedule , -. ------ - ._„ . „, __--, h 6 „„ . 1 , 3 36" „ , , , , , „_ ,„ ., _ , . r„„ , - _ „ „ ,, „„ „ r-'2; 4 30" x 80" 12 , „ , , 1,,,,:„ - ' . . , , „ ., „ Single-Flush 6 ,,,'11/.1 -'. ,, ,i,,,,, ' , „ , _ 1 , „,.. , ,. , -,, 15 24" x 80" , „„ , , „, . „ , ,. . _,, , ,,,,,,:,„, , '-,,- . ,.. ii.-`, '' ' '!:,.-,11*:', , ':' ' L. „, .. _ „ , . , , „ 1 , 1 1 1 i 'i-.--------' . „ , . , ,- , , . ,,,i,,, ,,,f ' ' I----- , . „ . , , - . -7-- , i ,,,,. 6 7 8 Single-Flush Overhead-Sectional with trim Panel 30" x 80" 72" x 96" 2 4 36" 3/4hr 2 48" x 80" 2 - -- - 4 36" x 80" _------ - sh Double Flu 1--, .._.----- 10 ,_____------ , L.' Grand total: 42 ---- Pocket Door Portal's Sliding-2 r Duplexes 19 Double-Flush „ Window Schedule . , . . (---22) Back ---- k 1 Type Mar i_ , _ c7_,I0/ ) „0 Le....._ o/7- cos-4 /FLD-7- . i kt../teAr 4 , 7 ::rth over Sheet , _ , 4 , „ . _ ,i4„.......„.,..,,,,,, . a with Trim: 72" x 60" /,./9,?6? // 491/ _-0 Slider three panel 4 b x 84" ,__-- Fixed with Trim: 36" c 12 -e.-67C_____-----;: .---- - x 24" Fixed with Trim: 24" I'2Cou9t , d 4 e Slider three pFaanmeillywaitnhdTTriympe: 96" x 78" 2 Aug 30 2016 Date 2 ML 0- asem_ent with Trim: 30" x 48" Drawn by N 1453 c'co Grand total: 2C4 Project No. -ci ,..,_ Scale 1/4" = 1'-0' a) CV AO a cii PRIVATE CONTROL , Ok \ ,. ... ' A1.1 STRUCTURE �Gslgn I►iG. ? m�,`fSc `� NV 25°-3. 681 S 1•'k':.. EXISTING FORCE MAIN RIM ELEV.=48.31 ' wWW.925R2esi_Com-�_� -x� . _ & NATURAL GAS LINE ;� No. Description Date EASEMENT IS 5' ON EITHER SI E — _ _ _ _ SILT FENCE 3 3, I SILT FENCE _ BP BUILDING PERMIT MAY 31 2016 OF UTILITIES AS CONSTRUCTE 1 — — — — — 12" SD_ CITY TO REVIEW RETAINING WALL LOCATION N GINEERING • I __"; • CONIV�ECT SANITARY SEWER TO STUB AT LANE Property Line DECK - -DECK----1-11": / I " DECK-- _ DECK 1 I - - � I- - - - - - - - - - - - - - - 0 4936 CML 4934 C I: SS STUB � � 494 CML 4938 CML � i I I ,�/ do 1 j e .� U U 0 V ' 'GEOg' U � Pt'A O GEO65' GEO65 GEO6' ' 11 fii) / J? i 1140sf 1 Osf ,_o„ 1140sf A c / A" 1, .4Ct / Art fr' ‘.J ,r , Q Q� Jc I 6)41 Garage Garage Z 1 - Garage Gar e GEO 64.5' GEO 64.5' j GEO 68.5' GEO 68.5' / , i-- Er- ,0 1 / CV V CI o • ,. �V Owner: Portalis LAC - < • QO •9 FL - W - Project Address: `^ � O ea +s° •_ . "°.-` _r. • H 1)� Q- e, -11 °-0 4934, 4936, 4938, 4940 Portalis Way, and I ° .`d. "d d ,a ,•d a4 eL < •' , °•'ea b- •_ 'd, *& V •, a- a � a F • a 4934, 4936, 4938, 4940 Channel Marker Terrace I 1 Anacortes WA 98221 I o CHANNEL MARKER TERRACE — -GEO-66.5— — — — --1- — — — — — GE8-70:5"— - 0 N I CONSTRUC • 1 "z ENTFNCE Tax Parcel (Property ID Number): P31580 I , • FALL Ric ON - E) CONNECT SANITARY SEWER TO STUB AT STREET OA, 0 Zone: As Per City of Anacortes (CM) I I N SSMH Project: New Multi Family Residence Condominium _---- =_ 1 = _ - _ ,w� • y �i - Domestic Water City of Anacortes �c DEC _ _ _ ______ _ -DECK=_ DEC _-DEC SS i Sewer: City of Anacortes 8 i I C , Access: New Driveway to Portalis Way 4 5 6 7 $ I S CSc 1 ' O AREAS' hi mN CO ST UCTION U 4940 4938 49 . 7- ► EN E LOT SIZE: 41091 sf4936 PORTALIS PORTALIS 0 PORTALIS Footprint: 3160sf x4 =12,640sf PORTALIS (EXI,TIN� SPALL p WAY WAY WAY WAY 01 \\ ROC ON ' TE) 0 12'-0" Lot Coverage: 30.8 �o ELV 92.5' ELV 92.5' 1 ELV 91' \�ELV 91' � g 1140sf 1140sf 1140sf 1140 SF �� SETBACKS: O I' , _' �` \ �� Front: 20' Street ROW to Building I l Sides: 5' min Between Buildings rn 20'- I , , -;Garage Garage Garage Garage `II � • 1 ELV 92' ELV 92' G90.5' GEO 90.5' i ' �'•': ; �‘ I • HEIGHT: 35' Height Restriction I - :: :� / ' \ \ EROSION CONTROL r a--:-.--: _,,, s.•: : • d . ' : ; — TRACY STEPHENS PARKING: Z I �r__= '4_ a?v,:. z p`_,d• z�`�,�/ ---------- `\ (360)661-1927 2 in each Garage + 2 in each Driveway IT1 �" = - �` ; , /�'�� - Codes: - �° - . , . - • Structural / BuildingIRC 2012 \ PORTALIS WAY (PRIVATE LANE) • OT 4Mechanical - IRC 2012 _ — _ _ _ _ _ _ / 1 • \ \ Plumbing - UPC 2012 ----GEO-9-1 ,5 / P122100 . Energy / Ventilation - 2012 WA State Energy Code \• _ I LOT 3 Portalis :,\ _ • - I I 1 ENGINEERING ATTACHED �: BLDG7 - ' - ' -• _ GEO 98.5' 1 WEST COAST ENGINEERING ' • - GEO -• `. ,•y;' .�; , I 131.5' , \ . . • Villa Site g • \ . ,,, ......„ --- ---- ------ ----- , ___ . . ..,_, _: : . ...„ O • Date May 31 2016 Cfl .•. / Drawn by ML a LJJ / Project No. 11 1453 Scale 1/16" = 1'-0" 4 '� / Al N `Cr - _.cQ - PT11I ` A CO ► • .. / �' O 250.307.6818rIgn Inc. nE www.925Rdesign.com;" Ae'' go - _ No. Description Date Roof Peak W BP BUILDING PERMIT MAY 31 2016 W 36' - 0" — — — — Z I J Viling 1 - 21/4"— - - - - V 1/Y� - G 1/YCC - Roof Peak rpper Floor 1 irniiiiiiiii r— , � 3' - 1 118"; ..iiuJummu W - 10" — — — — — — 1 - / 1/tJ P _ — — �./ - 1 1/U _ N 1 Ceiling - - Main Floor 1 r - — - - Q «9' 0 3/4" - - 3' - 0'�1 1L.,1 G;� i . - —r I I I _ICC roundation I III— 1 1 = I 1 II 1 1_ — CL Main Floor GEO: 2.5 GEO: 92'0' - GEO: 93' _2' _0��_� 01� --� - "" III I I I I - I 11111 :I v� � . 111 .14111 III IIIII 1—III III—III III—III III II 1—I 11- �� Roof Peak _ _ - • Lower Floor , _ - - - - - _Ceiling v 9' - 03/4" - - `n J GEO: ' W Main�Floor GEQ6,5' w GEO: 64.5' N� z �0 Ro ad J Lower Floor - -f---- II - _ -10' -0"u"9 C - ' . .. h- - - - - - - - - - - - - - CC w O CE 0- OSite Section 1 1/16" = 11-0" w Roof Peak — — — — z 36' 0" I____.i riling 1CC - 2 1/4" _ - = \ - W - V 1/Y. - G 1 l m• MI El -7 . ilrU per Floor 1 �— - _ - 0— Roof Peak - - - - 13' - 1 11 811 -0- " - -1', - — - 0 11 - /Ili 1/v - • Main Floor :1 - 1 1 1 Ceiling 31 . 0� i -r _ _a_FP=H 1 a. 0 3/411 - - -• o - . •. . I dation '�'�- ,- , , , , - - GEO: 91 5' k- ! -2' - 0" "S'i:"■.'-^ - I-I _ 1 1 1 1 pEVMain Floor . 91 - _ GEO: 90.5' ■■ ,,�___ _ �C■• 11 — rill 1 1 1 1 L11—� 1 1— �0- _ -- _4 _�--_� III I I I III I I - - - - v 0' - " � _ I 1 �•-- • � � I— I 1 I I1-T I III I I I Roof Peak — — — — — — — — — _ — — _ . Roof Peak ower Fluor =.� '1 — — — - — 16' - 10" / -\ - - - - - ii. 101 - 011 - _ _ _ - — _ k.enu its ./'— — — .,,�, - — — — — — — ' — — — Ceilin44" U �En - GEO: - - - - - - - 9' - 03/4° 5,7t;',11WMPAiliPmin•!:1 oMain Floor ,-1 : 69' s — • .a- —b — — — — — — — — — Main Floors - . . - - N. - - - - - - - - - - 0' - 0" a Lower FloorL..."-''''''''''° - - - Road • • Lower Floor _ _ -.- _r., — — — — — — — — — — — — k_ __ _____-- LU if _ , . - , �� J I-- - LOT 3 Site Section 2CC O 1/16" = 1'-0" w Portalis 0 0 CC 0— Site Section Date May 31 2016 Drawn by ML 0- CO Project No. 1453 1 Scale 1/16" = 1'-0" ZS A1 . 1 A in • , , . . . . . . , >7 slgn Inca_ ; °' `i��'. A7 • 250.3o7.6S l s www_925Rdesiga_com- _ - No. Description Date BP BUILDING PERMIT Aug 30 2016 it1 • • . :. - • -• - i-, ••_ • , _ " / - ., " -`, - _ • I I' I I. L — L— L „-0 -, ' •• I- 1. 52'-0" - - • • • U e aj Je qea • ,` d . s. a ® > ' a ' •,_ i • -I I- I - 7 _ I ,-I - `i I ! 1 ' 1 ! ti 1 { , , I r 1 ... ii 4 1 .,. , ,„ 4 ,al , ,_ i, I ., I, . . CI 4, i i1 ,i, ,<I Beam support Piers j Beam support Piers { 0' "; "' '{ See Structural See Structural I d I 1 I i1. 0 s , �°'� j .•y j i .• I, II 1: I - 11 _ I , .1 ICI Jd I: + r\ 7 71 1- ti —__- - _ ; -:� I � 1-�- _ •- _ I I { I LL I ,� 1J e~ I . 25'-0" ''1 • S I j o 'd I ;j I i! • < I I`. O "' ICO � I -� t _ _ _ _ =',! - - - I � I i i-_ .` co 1: ZNI1 I�- 1 -1 I- I 1 -e I ail I 1 I I- I 1. ;, I I . • . , iv-1- I — — _ Z� I ( ,a 1 I 1 �—� I —I1._. I I— Footing Size 1 ''t II { -- -� I -- ' - ' FootingSize I fi I'; I I , 1 I! I I ! ' I ! 1 - , ! I ; �;1 i See Structural TYP ' See Structural TYP , I J ,iI g i ' I ( i — 1 I 1 -d: 25 8 E I ! I I j S ; II: I •-. ' { I �1 I i i { I F I i �� '� ICI , i III i { ( �--- i - - - - .- Y=_- a-I L- - -J -, I ' . I i — — - --I ' _t 1 4. - '° I i ' ' III e d I 1 ii, , i { r 11 L . 1 I - - - - _ — J- f __d•I{I i 19'-6" :A1 I i II .1- CI �o I , I - 4 ! 1, °d I �° 1 ; � ; I II io 1 I I _1 1 • 1 - � _•: ( 1i_ L I J 1 F • • I I . I _ _ d 1 J • L - - J -. • • r~ � - - . L— `J I h • • • I ( • • . .; '11 1 • _ SEE ATTACHED I I = _ ENGINEERING I - t 1 I 1 . _ FOR STRUCTURAL i I : f rr, l N { :tuerai _ ' . . .• WEST COAST [ • • ENGINEE RING I � Portalis- i North Duplexes • l I I' • I • l _ fi I =) l 1 . . . _ ___ ____• Foundation Plan 41'-0" _ -_ • Date Aug 30 2016 Unit #1 ._` • I Unit #2 Drawn by ML a Ico co Project No. 1453 in- *ALL INTERIOR DIMENSIONS "' _ - - _ FOR UNIT #1 Mirrored in nit #2 Scale 1/4" = 1'-0" . o ed U N __ _ - ea A2 _- Ao.. 41/` 250.307.6818 www.925 Rdesign.com--l' y7*x` __ No. Description Date • BP BUILDING PERMIT Aug 30 2016 2 A6 A7 \n / 14'-0" t t ♦ I ,. , ,/`I 1=� - '" CI 1 " _ • -' • - A " " • ' 11" 1 11 1 II I " 1 " 1 •" "• '- _ 1 II _ " 1 " 1• " 1 -0 - 6 -0" • 6 " -"•3 -0 - -'•,,, - -:6 -2 6 -0 6 -8 6 -0 6 -2 ; - _ - -3 ;0• 6 • _ - •-6 -_0 - -. 1 -0 • • # • - • •i -I* ra �- - O O _- ',-0,, ,(8D•) - --- - - i - - -. I. 'I I•_.'• .1._.I _.I. .1._.. I i ' - 1- .• ' - t'- - ----, ErrecS E.9 ryes s 13'-61/2" ♦� • Bedroom Bedroom 0 11 '6"x14' 11 '6"x14' o co os L :� L O ♦: O J ♦ � 205 �: 0 U 0♦ Z Greatroom Greatroom p a N 13'x23' 13'x23' Q N U 0 S.D. S.D. 9 1/4" ® - C III (5D , (6D, �. 6D 5D 6'-9" I 1115'-81/2" : /� i III r III • s.D�(r�f�� III _ III �� o . ' c. D • o & III `:' III of zo CO 0 III ti III 0 0 16r C«� _ 11L = = = ii _ �II -• 7.5° (5D) o • ill (5D) N O I --U--- r . ( 0 N Cam` , ♦• I • t A7 N II—. C 4D)iil -_ © (tee -- w '4, (4D) ' 111 --1 •., Cf n„_ W�,, r �`��i(/l�3'- 1"— 5'-61/2""�- 31.911 'nS t,9 /� p��l�w11 e S • • t 0• J .i�- � � —� - �A I ��_zo.N Cki �O Sb :- c0go S.D. ., (7D)� S.D. �.Q� A6 T dJ -- ^ ''` I ( ) -- __ L0 A6 4 _1 0 a Bedroom 0 Bedroom ' '+ 12'x 11 '+ SEE ATTACHED o , 12x11 + IIl I% ENGINEERING FOR II II �. II II ' STRUCTURAL II II .. Jk, ,; :: III; _. P;n� P 4n �b) - CO - - _ t. - - ®r . - C4p7 - _ • • 1 :'�° 2'-4" Mech Mech ��A�;�� --- ._, _r_(6D) Header f � =? vacU�w�+^�� "Wit �-leade� III (6D)�r WEST COAST III III Z�\ I/v'O`�' �IR. 'J' l Ftc�QA P C r III III III HI ® ei� � 244(o'tl6� 111 III a ENGINEERING co 1 2 4, W LOW if1 , U*r e f *r III 111 �i i 7.-811 --i2 ��.•v.:,. CAP III III ...4 1 Ill I I t iY - III ICI nse 6_ E n e7c, C 0 0(� _ L,3 1 ocA...d -GU r •c�rh a r e--CC.I•c't.e.f)c 9 044- 0 c (,,k_dA L ce+ e't''r"i C t`P'tGy - — IA) 4,'fr /' • SLAB ON GRADE Portal's `° GARAGE ABOVE T N North Duplexes 0. AREA Unit #1 : 1000sf 1 AREA Unit #2: 1000sf Lower Floor (Finished: 650sf) I (Finished: 650sf) Covered Patio: 125sf Covered Patio: 125sf 5'-6" 41'-0" • ei Date Aug 30 2016 Drawn by ML a. co Project No. 1453 L *ALL INTERIOR DIMENSIONS Scale 1/4° = I-0" FOR UNIT #1 Mirrored in Unit #2 A3 0 N B M co Nitr � a � 250.302.681>�8 slgn Inc 1' l A6 www.925Rdeaiga.com- ' _ -_. \\vJ// No. Description Date BP BUILDING PERMIT Aug 30 2016 0 la tit. tkit 'le\, 54a'fr -1-1 44 44111%j 28'-0" tRAttle"\-- .1.1e4" S 3'-0" 6'-0"(8D) 6" 3'-0" 5'-4"' ® • 8'-0" O •4' 4" 8'-0" I5'-4" 3'-0" 6" O 6'-0" (8D) 3'-0" � V V arc •• 0 • • • • 11 • •• • Cin,� �`1SASWNx a� C 15'-61/2" "EG r e5�l2" : GI 11 •; PC-SS bo * INSULATE FOR * INSULATE FOR a 0 SOUND UNDER MAST: R SOUND UNDER MASTER BEDROOM I ;': BEDROOM Zs) . -�, o Master Master g Living Living ' o � _ . � � 15x14' 11 6 x1 � � 11 6 x14 15'x14' ® ;. /-a ti ®i �: CO Ili IF II . S.D. S.D. Typical In erior Typical Interior 2s -o 4D� Wall U N.O. Wall U.N.O. 28'-o" (4D) 1'-0'I • _�_': Arms ® I II5'-61/2"- - 4'-3" 2'-8" r: I11 -1! ® `� - ( III I It 111 I II 0 0 . n III WIC (D, II III WIC III n c � - III 11'6° 5' III : III 9e � 1 ,"X5' III 11 M M o Dining III (5D l III III (5D) III Dining - M d ' III ) , III III IIId N 0 � 15x9 — 15x9 0 UI_ 'I b i� -IU (5D) .�s:� 5D LJ b Milli allk N = iIIJ1ILA0 1 0 xioco -1 ►- ,„ r _IIII) L Ensuite Ensu c MMUMM 0 21/IL 11 LA Ili ite _ = NM0 o 0 zn ' 111. a 11111 ei Qi )d� 6D {� -- Linen ►� Linen A6 ► o 10 111 - lc en -i11� rr;)1 _ , YT1- o b ! 5' _ g �- _ a SEE ATTACHED aim = 01111 ENGINEERING FOR - 11 x12 MIN H STRUCTURAL CO I - 11111 p"' I I is__ =athroom� c,i, , -; I I 11D M1 5o c. . ` 1 iD REF. �� 5D J 5D REF. 11'-o" PantryN ) ) Pantry J .. ` 0 640 s... 4" '^)° w/D w/D D. C' CI. �' .. WEST COAST if DN A ',- z.„�, : ! v DNIlli .. ENGINEERING I. T ► �110 to I5D Lau dry - : W; ,t.; <2,t . - (5D) co1 DZo " y2'13 1/2" 4'-6 1/21' I_4" AID -' Cti� r0stA 10=- OD III2 1^a '�� i C III � ,. 0 0 7'-6" •: O Garage Garage N o 20'x21 ' o 0 20'x21 ' N n T (-6") N m m (-6") 0 c\I0 - EN. .: E O ►• ll ® .` ® . N O = O Portalis - Slope to Drain X :; � Slope to Drain North�11 Duplexes _: • :- Q 0 LI, . ...._ I-- i:50 ii CA tO II 1 Hour Party Wall Assembly ' _ ' — Main Floor GA File # 3514 0 r(* \ Gypsum Wall Board, Gypsum Sheathing, Wood Studs A6 1 Hr Rated wall as per GA-600-2000 2'-6" • 16'-O" 4'-0" 16'- • 2'- AREA: 1140sf 7'-6" 41'-0' 7'- ; AREA: 1140sf Fire Resistance Design Manual,l6th Addition. 56'-CY One Layer 5/8" Type X Gypsum Board Each Side of 2x6 Studs @ 16" o/ Date Aug 30 2016 Fastened w/ 1 -1/4" Type W Screws spaced 12" o/c Drawn by ML ct Stagger Gypsum Board Joints either side of wall. Project No. 1453 2 *ALL INTERIOR DIMENSIONS Scale cn 1/4" = 11-0" FOR UNIT #1 Mirrored in Unit #2 A4 N til BP co -- v -• ,.,... -- . , . . ' . . . . .. -. .--- ------ Line of Exterior Walls Below 250.307.6818 E25 kill 1 n c 4.1?",Tp Kt i- ..,.. ....__-. ,-... Ac, ,,-v, , ...-10 1, :I, . www.92512.6esign..ccono. No. Description Date A27 BP BUILDING PERMIT Aug 30 2016 _ . ..„. . . III ;II . .• 11 . . . 11 II : . . 1 . . , , I / . • '''' ., .'. i . .. = 0 . Downspout Downspout 0, : . ----- ,, ,i - - - —___„_,_,_„__,— ,„_,__—_,___„__,_—„ —.„_„__,___,__,,____--___—--..........— — —,_____,I •r.______--- — ,,_„-........—...„....„.___,.-____,•,—_—___,.-..,..:.,,-7__„,„_,_,_,.,„,,,, ,, —7_____ —„_,.......-1 1 1, il 1 I - 1 I i • ,, , . i ! i it 1 0 ,1 , 1 I F --- I 1 ,i ,,I - 1,Ii , ; • •',, , - ,;•' . 1 i ; :___•______. • 41! II • , 1 .I I il . ;" i•l• . .• . . ; . I . i • • ; iI :, • • •••• • .• i 1 , .,, :,, 1: i 1 • ' .. !i i 1 , . . I , . . . ... ' 1 1 I 11 . 1 , . i I! I II I . .. . „ Li ._; •,L- ...cv ., „ i . . i 1 il 1 , I 1 I 11 , I • I i 1 1 I I . , : • i: I 1 ::1 ' i I; 1 3 1/2"/12" . I i , • . . ,, •; -, •I• , : , i , ., I I I , :i• , • 1 • , • . . • : • ,, 2' 0" I, 1 1 I I • i i ;I i ! l . 1 . , !I , . : 1 I L i i I I i I 1 , , : • . , 3 1/2"/12" j _.] I i 3 __ .. ..___. .. .___... . __.... . .. . , F H1 ,',, P f\ y . , 5 It ' ' i : ;1 , ,ii!: -. ., ;. 1 _ Allk II 1 1 '--- ---/ . . , _. 11 ,., , I:,,,, . _... __..1 l I- . , I I I I II 1 q _, •1 -,-,. ,--- 1 -------' i'l' I I: II 1 1 ! 1 I i I i i il I I 1 1 1-----..---.---7-74 II -ill j n' I I (: i! 1 i _____ _lit . I I I '1 11 I ' N \ \...:\ ; . ( 1 L I .....N f 41:: -- ---, tiip ( ''.:t -(c',o.. a(•.),' ).! I ) . II' I 1; , ;'• . „ :2 —0 1 ! ! i ! 0 1 ..-.-.. I. SEE ATTACHED , . 1 , I I, .----- , ,,, 11 = a)- —0 . 1, i : , i 1. 11J ENGINEERING FOR I I fi ,Li 41.0 _1 • 1 1 . , ! II; I if j Cn 1 1 ' . •. 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Downspout . . . - . . . . . . • . , . b- , . . . - . . . . _ ... • ,_ .. . . . • . . ._ ,' , . .- ;I- . - - • - . , . . , CCI ,. _ . . „ ._ . . _ „. 3 1/2"/12" _ • . ., . , , , ' • ..• ., . ._ ' ., , , , ' . - ' IIIN ‘ . 1 t , ‘ . • _ . , , _ . _ I r " 1-,. - ' - . •- ' - - ; • -3 1/2"/1 " •• •' -' • • •-. • - • -' ( , : •"- (0 ;.- ' -• ;-.• .. - . . . . . 1 . . . _ . . • - . . . . _ , • . . _ . . _. „ . _ _ I 1 . • - - - . . - -I /, - I - ' - •. . . _ . . . . . . . , . : . • . . . .. . . . , . . _ . . I• _ : • , . , -- - ' 2'-0" . _ . . • _ . . . .• . _ _ , . • . . . . • • - I $ , ' .• .„ . , •. . . .. .. , -1 - - - , ,- , , ,. • . -. . _ _. -, - .. . -I I . . . , ., . . . • . .•, . _ . . . , .• - -. . . . • I ( . - . _ .• „. _ . . ,_ . . . . . . • - .. . _. _ . . . . . . - - - . • I- ,, -_ . _ , ... 1 ,. . . , . • . ., . , . _ . , . • _, . . . . _ . . . - - _ . , - I- - I 1 • . . . . _ . _ . -00- • ' ' CO --; -'- . . , . 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'. -.....-.... - -. !- . • ' .. _ , - . , _ . •. .. . . •. . . . - North Duplexes . . . , . .. . _ .. . . . , . . . .. . . . . . 1. . 1 ( . _ . . . ••. . _. • • _ . _ . . . _ . _ . ,_ . _ . . _ _ , , . _ _ ,_ . •_ . . „ . . : . ... . . . .. • _. „. . ._ , , . . . . ... _ . • _ .• . . _ . . . . „., . . . , . .. . . . . _ .. . . • _. , , mow ' _ .. .__. . . _ •, - , — . . „ .. . . : ., , -: 1: • - - , - - '- '' _ • _. . , . . e - . . - , .• , I. . . .. . .'- - -. , r— -------- - ——---— ----.- — ' ,_ --. ..- I . --- ____ . _ _ - i • .- .._ , • , • , _ . _ - - • ,. ' ' ..- - . - .. . .. i Roof , .. _ ._ . .. . „ • • . _ . ,_ ,. . . _ . _ . • . _ . , . .. .... . __ . _ , _. . , . . _ _ _ . _ ... . . . . .. _ • . . _ . . • _ . .. .. .._ .. , , __ .• _ ,,.. . ... . _ ._ . . . • . ._ .._. _ . __ _ . _. . _ _ . _ , .. . ._ _ .;-1., : . . • _ • . . _ _ . _ • . . _ , . . _. .... .. _ . . _ , . . _• _. . . . ._ ._ • : :. . __ . . _. ._ , „ _ _ •• . . . _. ..• . . , , , • . . . . . • .-...., . , ... . • . .i . . ,. __ •_ . ,. _ _ . „.... _ . - . . . - - • . . - . _ . . . . . ._. . . . „ . . .. -" '.- .• _ ,. - . _ • . , . ; . -: lr i • -' ., --- • - .._,• . _ , , , •. .. ' -'. - . ' .,, ' . - ,- • ' • - , ,- . -• r . ' , - - .-' '- ,- --. .. ' ._ _ , '. - . -. .., '' - - :- „ - - '- • ' __ , . _ , ' , ., .,.. ',. ' . • • - _ . _ . . . ! _ • _ _ . , ', - . _ - , . ..,. . ... • _ . . . ' . , • ,, , _ . ... . . ,, _. • , .- . Date Aug 30 2016 ... _. . _ . • , . - _. . . 2. .. . ----* _- ,". .' • , Drawn by ML a- _ . _' . • . ._ . CI . , ._ _' .....- - **:. F0a.TRUSS-LAYOUTSEE TRUSS DRAWINGS -, '. . . . . . . . •. . . Project No. 1453,. . . _ _ _ . . ' . . . . . . , . . . Scale •. . 1/4" = 11-0" cf,"‘i _• A5 C.....\..1 A C9 2 250.307.6818 www.9250 dosigri.corn A7 No. Description Date 4 , Roof Peak pm BFRoctfReak 11;1/11T Aug 30 2016 1 6' - 1 0" 12" 12 i 1 3 1/2" 3 401 1/2" -._. 401 , -- -- -- -------- § ---- - -- -- - Ceiling 1-i , , .- ------- --- -- ------------- , Ceilir Ask - - , ',-.:-,---, .'-'''''''''-'-' -...„ .-',:',' H AssintiontspgginglosirimilitnialerPainfittillaitelbVuillEANDIRMOMINVOINNUMINIPlittil, „ajVI•MFgll"""tiai69atr/IWM/""Alnt-rlfVVVA;"W'''''''Aite;4'4':44tl';''',AA 403 91 - 0 3/4" :;-.!!',." --4,:4i4P.1-474:,:449034,-Noln,v," ,',-:4,;;;;1 *,x4-;425,; -1„.•,,, ,,,,,,,,,,,,,,, ,,---,--,,,,,L;•,,:.„,„:2-,:,_,,,A.,,,,,..!„,,,,,,,,,z,,..=_,-„,,,,,..„,.•Atz,,,,,.._.,, .;„,,,• ,- -„,,,- ,---, ,_...... ---,.'•,,, >,. -- ' ,, . - "-, , , ,,-,,,,--,.,-, . ., ,,,--., 'T:. '•",-,-,- ,,,, - ..,_ ,,,,.' " .- _ .,.- ,-..-: - „,„ 0 9' 0 3/4" • „„,-1,„..-1',1-'''''''-',- ,::t.„- --°,•.---'''''"'*''''''''''''"'' - , ._ -- --------- 1 __ __ __, fra, , ,;, 111..LL.H - - -- -- rz Li U11.11 1111 -FUIH , :,,,,...,...b., ..„.., ., .......,_, , Nh,,,.,:.,...,...,r•,, ,,.-.4'4,e7'',.,0§0§§§-, :', O';,'JIA,,,§4§1§10,,,-;,:111110vI§-DIPILI - _ __ __ _______ . ---, 1 ----- I --- ' ' r.= --------- I PA. ,J§i,1,71§§„,'„1-1' I ,J,-774--a1W1',:vsv , : , J - —r-- :I I it__11._11 Or I 01,10/41;IjZ, :.;-,14„:,?7'''§I1140xj,,jJAII,igx,„' :,,, ---,,,q4n4,-:4:. lt--.;-,,,,,,:ftwp.:,,,,y'iliVirrY. r-I r r - - - r 1--- - ------------ 1 : a- - - - - , I , ------- --------- 1 ; I -- -- --- lila ! I ,,,,, 1 ,---- , I i i ,i cirk 1 e, P , . ,.. ,*4 :, ,.,-(F,H- : , i .---- 1 a a __ ! _ _____ _ COD , • Li 11 LI ll 'i,': (2D ) ii._i I J .- (2D) , < ,,L:- q.,,',' ''., , 8D , , I , 1 1 I._':2 1 ', LILL I 1 1J II i_, ttt":,. Fit9.P1.;.,. . . .`.41'-','. _ 1111111 Ni d IL it.cilik.z*-14.4,-.,:z,-:‘.W,;04:ia,m ,,,,,i,,,,, . ..______ 1 74i- , 44, I 111 I 11IA - Grade 0 - - '1 - L L ] u11L - - --- ------ i --. -- I IJ i Main Floor " a,,,,,,,AW*4%.,•'`".''',,,,,V,.. ,. '474-r'4itii11-41-4ii1,*§c,§7',_4:e4,oH,,L,''Z',A1ili,,i,".I,1I4 J.?;'„,477,44'7ir7,L';t 1_ 0" Sma''rt-Tm' -Eard- 0 Main Floor MilHI 11 1 1 1 1 11 11 11 01 - 0" 41111111 0° - 0" ` . . .. . , ... , ,____ , v .,4-, ,:;.44' I - In 1_0 MM. 1 i I Fr---- I I , 1 South ' 1 , . I > I , ' j 1 I__ — - — . , I -• I ,„ . . ,.. . I 1 , . . I I I . , •. . . . 1II' 11!' .I , . , , ' -.-11 . I I , I , I ,I, , _ , MI CIO . I I rCII , 1 03 3 i (8D) COJ , 1 , ,J -,_ i .._-- --! 1 co , , u ; A7 , . . ., . . , . -,- , Lower Floor 0171- 1 _ Ft dio6f, _ALP_Iaokii 4 A.C>2 12" ® North 1/4" = l'-O" 12" GI A7 3 1/2" CO 3 1/2" SEE ATTACHED cor_jg___ Iiio 111111-1110111111-1111111111111111-1111111111111111111111111111111111111111-11111111111111111111111111111111111111 1111111-1111W 0 3/4" ENGINEERING FOR 403 IM111111111111111111MIRIMINIII 111111111111011111111WINIMOG ____ - 11111111111111111011111111.11111 111111E11011111111101111111110111 , 0 111111111111111111111111111111111111 ® ,.....„- ..„----. --„,_,-- 111111110111111111111111111111pi I ® Illaill illitifliatilinlik II d d STRUCTURAL MIMINI11111111111111111lier 111111M101111111111111111111 , - 0 1115111111111111111111110181 11111111111111Impon , 111111/1114111111111111111110111111111111111111111111111111111111M1111110111111111111111111111111111111ENIMIIIIIIIIIit marmaniemmommumungammmuusmounommummummilainual ____, 301 1111111101111101111MMIMMINIMMOMMINNIMINMUMMEMMIMMIUMIMMIllital, , CD 9,) .1 I MINIS111111111111111111Mlignnillinngl I MIN? \ , WEST COAST 1 alit 1 1 1 I 1 iu %min j 1 I 1 11 1 i.0 , I 'I' ii 1 1 II IN 1 1 I ii ii 1 u 1 ti , \ , ENGINEERING 11 111I 1111 1H1.il1l 0 L.•i I.1 II.ML!1,_ 1 1I!_1 1 I'111.1-11 1111 1a 1,i i 111 1!1 11111 1 1i11111l11I1 11111111i11I11I11 1l11111111 LJ . 10" Smart Trim Band 911 , d I:1 LHLLi Til t d11 I! l I _ a Main 1'aa , a a, _ •_ .. , _ , , • _ _ ,_, . , _ -, - „ , .- - , ., ,i , ..• , , , • ..., , '.. , „. _ " . 4 ,, , ' _ ,, _ , -i , • ., N. N. _ _ , . _ , - _, -. . ,_ 4 • , \ . N. /3) East „ „... 1/4" = l'-O" . • - - , • --• - - , -,, , • ,- " - .-- , - (a> CO .. _ . _, _ ,_• _ ,. „ , , , •„_ „ • ,.. , s. _ , „. , •. _, ,_ _ _ s_, ,_ , _ • ..• , , „ , _ ._ , ,, • , . , ,• „ , , • , _ ., , ,,_ , .. ,.. . „ , . ,.., . , . _ • ....,,,, _ , _ . , ,..., ,, ,, ,.., _ . , ,,,,,„,,,, , . ,... , s, , , - „ • , . ,- - - .. „ • a ,,,, . 7 , . -,i , , -.- , '`- : ' . • 6--.(6 Lower Floor , - -. - -- - ,, , , -10' - 0" --1111111'0 . . , . _ „ ._ •. , . , . ,_ -,.. , ,, , „, . .. . , „ . _ „ _ _ _ ... , _ • ... .- ,_ . , Foundation AL I- . , . , , . „, . , „„ Roof Peak ' ' -11' - 4" ' _IF 1 6' - 1 0" -- - -- ------ - 1 \, 1 A7 / 12" 12" Ceiling 3 1/2" 1 ( (411) --...._ -_____ 3 1/2" ..,. 9 - 0 3/4" 11111114111-11WOMMIIIMI MINK LI MINIM- 1___ HI -MUM 1 1 - ' '-111111111111-1111111111 ' r ) _1-11119,11fimillniumnIth I - . loirdm , ----- IINIMIIIIIIIIIIIVM Portalis C'E„HI'- ,...._ d ----- , 1 ,„,,,-- ,,,,,,-- , 1 1 l i ',_ ____I I MMOMMnillif MillniimMin in t-d) ' ® II1 id nu= I 11.1110111111 , _ 1 -------- ,,,,ir- i .,, L_ - , IIMMUNIIIMMINII _ II '''''' 'Aral --- - 111111111 North Duplexes __J __ -- \ 'memo r1 ,1 1,00.„ LIM1111111.11 IMINIMININI OMNI MINIM 1111111111011=11111M11111111.1111111 ,.. 1 1111111111111N111.1111 I INN IMM11111111111M1111W4um1111111100111 , ic..) gig ) 1: 10111111111111111111 IMIN IMMI10111111111111011111111111111111nomMINIMMINII i 0 ( ) -I- _____I/ MIIIMMIIMPIIIIIMMININIMILIMMIIIIIIIIIIIIIIIIIIIIIMIIM_ r -- - I 1 - / - alliallOMMIIIMMINIIIMIIMININIFIMMIUMMUMMEI IIMMIIIIIEMI I 1111111111N11111111111111111 11aillialiall11111111111111111 _ ' IL Iminilffillil ,,,,_. '1 / li I -1,- _. 111111=11111.111111111IN ' ' ',. ' I i "10" Smart Trim Band , Main 11111111111111111 Imell=11111111 I I sillIMIMIIIMMIagm I' 1 MIR ,, 111111111111111101 11 , , Floor 30 / .- / 01111111111INIININII 111111111011..111=1 '' ' -InIlThl"Wieall111111111111 0 -------- - --------- -- -- Elevations 0, _ 0" FT-- — 4 ', 1 1 . .4 , , ., , • , , - 4._ 55 4-- , I 1 —7 _ a . ,_ , . ,. West ,,„ ,, , 1/4" = 1 -o" . „ / . , ' _ . ,, , _ -- - , ' „ . \ 1 - - (-104. - •- - •-• _ . _,• , - . • ' , , „ , . , , . . ' , „ - '-.. - . - - r _ , ,•--- - , Date Aug30 2016 , , _ ,, ••., •• „ ,. ' „- . „ Drawn by ML . . . . .. . . _, „ .: , • • „ „.„ . Project No. ...5.- 1453 Lo , Lower Floor , , , , ; , ,, , . , , : ' „ ,. „ „ . - -- ------c.o. , , .„ „ . - , - _,_ __,_ - , - -- -, - , -___ - - _, - _ , -10' - 0" II , „ , , , , ' ' , , , „ , ‘ , . " , ,• , , _ _ . _ . . " , . , . . . . . Scale 1/4" = 1'-0" c\I , „ co . _ . . ', , _ , „_ . . ,. .: . „ , •_ • _ .., - , ,. _ . • , . . . — , 5 limo A6 CV I t, -:>____ SST- -_—- .. Roof Peak - - - - - - - — — — ors lqn Inc,g'ay�y . , ,,I 250.307.681 8 rs,.,„., . www.925Rdesign.com-f -'�'"'' 'h««�:3', -�..__ 16' - 10" — — — — / � --- 0 Fire Retardant No. Description Date - Type X GB 12" 4 BP BUILDING PERMIT Aug 30 2016 12" Roof Sheathing � Both Sides A7 3 1/2" from Party Wall Required to 4'-0" : PRE-ENGINEERED ROOF TRUSSES 3 1/2 when eaves are 0 within 30" of roofs : 034 �^ _ 0/�I��♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦ " ♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦1►♦♦♦♦IV�i. _ Ceiling . 9' - 03/4" 0 J - ypeXGB - - •= • I 0• (8D) O . / ° (8D) :. C 5D). /(5D ) : — , 1— ' 56'-0" • 3 1 ' jai Main Floor * / e ► I - 0' - 0" • ♦♦ ♦ < Joist Direction > I < Joist D ection > < Joist Direction > i♦ ♦♦♦ ♦ : Type X G5, ►. 0 ,'" Both Sides ' (8D) , < /(5D) 1 5D) :: a (5D) ) ; (5D) ; : . jak Lower Floor — - �4 — — — — — — 10' 0" o 0 - I c Joist Direction Roof PeakDirection _> _ — — — — — — — — — — — — — — — Lk Foundation _ - 16' - 10" • • - ' . - ' - i ®�, — - -11' 4" N i o CD IIIIIIIIIIIIII� OSection 1 1/4" = 1'-0" PRE-ENGINEERED f2--/ ROOF TRUSSES 1 Hour Party Wall Assembly 0 GA File # 3514 ceiling_ , ♦IPIPIPIPIP VIMIVVIPIPIPIPVIPIPIPIPMVIPt,”V t• IMI VP•Mt lIt t rIPIPIPIPIPIPIPM,MVPIPIPIPIP,VIPIPIPIPIPIMMV PIPIPIPM VPIPPIPIPM IRIPIP,V I MIPIPMIPIP1IP,VIPIPIP♦ �q — Gypsum Wall Board, Gypsum Sheathing, Wood Studs Nu 9' - 0 3/4" . 1 Hr Rated wall as per GA-600-2000 pi Ole Fire Resistance Design Manual,16th Addition. I TWO Layers 5/8" Type X Gypsum Board Each Side of 2x4 Staggered Studs @ 16" o/c �2D� 3s" High Handrail a y Yp Yp (3D) �6D) �5D) (4D1 0 01 - 0" „- — -- - .-.- - ' • ': " -' \- - - 1 ';' ' ° - -.-- if-t 1 1 1 u u \ LiCm Fastened w/ 1 -1/4" Type W Screws spaced 12" o/c Stagger Gypsum Board Joints either side of wall. t ,( ' , Main Floor •ti ® ow :?, - - 1! ; , : so4 -4-i • ,,,,„y . ,,tt, . E : - , • • • .,: ___ 0 : 0 00 __________-,- .._. ! ,, OSection 2 _ `\ 1/4" = 1'-0" _ 4D)\> D 4 / 1 y � / ._ ►� / f I 1; Lower Floor I ► Foundation — — !!�40.44.�4�:��441.► 45.44+44:4./.4 ihaki�:� Ar: ��.1��i::V!:1r_--4 ��1: 141__i. _Ik:.: .I��li_-_11:_��-i i 6 , _ii. _ 4" — — — — — = `�, ' , - _ . - . ' , . -, ,- . , . : « -« , des = — — — • GI Adik Roof Peak _ _ _ _ — 40 ‘11-1 16' - 10" — ---- - 1-<— 3 F 12" 12" 12" **DEPTH OF FOOTING TO BE DETERMINED ON SITE 1®31/2" 31/2" CI) 3 1/2" PRE-ENGINEERED ROOF TRUSSES 402 Agik Ceiling ♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦r1P♦11♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦♦� 9' - 0 3/4" I I II I II I TM I I-Qll l t II II11II1111I11I11111111iBai'Ilflll:.21IIl111ll11 III 1; — — — — 111IIr1111i1111m111[,1:i �� it — 0 CD 1 IIII1 II I I I 1111111111m111111111iI1111 — ► 11 LT'_II I III II II O O O III11111IIi<!_!II1111 ( — IIf.1:�E1111111II1111II111 n I I I11mIlI1m1irriti I111I IIII��'.Im11111�11nin 1 1111111111mivia ion �,' ,/ _ Portalis IfI)�I Il III 4 ' 4 '�4 � 4 Iil 1Ii111°ii I'i�°i11 I°i� i it ' 1 I� ,,' �,D) /' (8D) 1 1 I I I 1 I I I I I ® ; p / 4D) 8D SEE ATTACHED ENGINEERING North Duplexes II II NUJI I II I II I II III 11 I II iiv11 I nun (\� 4 I I III I I IIT MITII III I Imiff 11 11I \[ — 1. I FOR STRUCTURAL 14I 4I T I�I T I I IIT I I 11 I I I ► IIT lI 1 1 I I I _ `., I 'i'' 11I1 IIII IIII 1IIIll III 1111 I1II \,. 1 II\® — ' - — — Lik Main Floor — — - II, , II II II` II _ II _ 1111 IL.Ill u- u :_ - •_ ' • ' " ' • •I' g � - ,j «� • I_a- .. ` ,« ? ') 17•♦•111•110 0• 1 1 1111. • n . • . . _ �, WEST .. _ COAST L � 50, Sections ENGINEERING O4 Section 3 1 1/4" = 1'-0" _ 8D) 0 Akk Lower Floor - _ — — — ' « - • 0 I�® — ios — Date Aug 30 2016 -10' - 0" — — • ; , -. . �' `.♦ `. .r A. r.� r +' + `. r. Drawn b ML a- _ ��.1 ♦4 1 __ _, ��►.1lll ��l�hllfl1_�..��t11_�itit thialti atil t�.��►11 it Y jk Foundation — — — — — - — — — ;_ ; - ' _ _ — — — - -11' - 4" �. Project No. 1453 • o Scale 1/4" = 1'-0" T A7 Accii co PRIVAT- ON POND & FA ILIT / ` 1 alh \A1.1 A Mr ems;. , EXISTING FORCE MAIN 18" HDPE SD SILT �& NATURAL GAS LINE �. Sewer Pump — — — — — SILT FENCE — I — — — FENCE — _ — — — — — . Jam, MH 3 3 I - F - POND - - \fhb ACCESS - ZD - DECK - DEC - ° ROAD Sewer Forc Main Prpperty Line "17 0 i —� 250.307.6818 - 925RDesign.com / i A I DECK �DECIL / / No. Description Date I / BP BUILDING PERMIT June 2 2016 -I —�I 10 1 Locations Revised Feb 1 2018 2 0" 52'-0" } I SS STUB 4 � 1 2 I GEO 69' (4 <1 t GE069 GEO 65' GEO 65' N. Pt 1 ��% I / 0' r / O. - 4 u k-- ® • v Z 4_ 5 ~14I'-0" is ® v L (� \ a ry I ' : • _ I IT cc z Q D • j p z Garage Garage / U ® ` o �= " I ¢ GEO 68.5' GEO 68.5' a- c Q I I I o /if• j Q' ® Ca- w Garage Garage - i OD > N. o g 30'-0° 6 I GEO 64.5' GEO 64.5' e. ` , _ a de• C� l/ _ o� 0 v City of I I .' _ cr W ,a o 1% SHIP I Annacortes I Zo . e _= - _ �r EB R.O.W. . ' w a• m = ,. -d v z o a F HARBOUR I Wl •• °': _e a as , _:, "-9 i °< V �- �J1 .e ` �° a � � m INN '.,-' ° a : 0 c r, �I ' _ -. . - : . = ° eda O a - , a V tu Q moo. LLIV J PROPERTY I Mom, _ N 4 _ ; e °da.Pa � : V Q a_ ca < i 01 ZI 20� Access a_I _ - b GEO 66.5" - - GEO 70.5"LOT- 3 —o �4'-6"— — V I cm Straight Road Length i \ ic 01 P315o y - : y 0 ea ss Z l I _ o 1- I DECK r DEC to ,, „55 #.4 SSMH _� �-- �► 'uEc� — 7 8 ss slv c", —_ I 8►► v 4936 4934 I C pfr0 Q 5 6 ; s0 s� CO GEO 91' GEO 91' 1 r w 4940 4938 N Owner: Portalis LLC I GEO 92.5' GEO 92.5' . �1 Project Address: Unit 8-4934,Unit7-4936,Unit 6-4938,Unit 5-4940, Portalis Way, 10,_0;' • 52,_0, `\ nits 1 -4 Addresses to be Deterr�ined • , (U ) _I • Anacortes WA 98221 I 13 m -• 1•_ \�� Parcel Pro a ID NumberP31580 0 o , ' - / O Garage Garage TaXp ) N GEO 90.5' GEO 90.5' I - - \` Zone: As Per City of Anacortes (CM) m , / Multi FamilyResidence Condominium DJ 20'-0" • Garage Garage Project: New I T GEO 92' GEO 92' �x \ r• Cityof Anacorte I = Domestic Water: _ , Sewer: City of Anacortes - • : ; : ;__. __ , ; _ _ Access: New Drivewayto PortalisiWa • _ �: dy - Y z;ii? ,___________ I `-ate -'' '4' •;_ Z.- - ,a - - - - � \ \ - m ' . _ . ' SETBACK =`-•.- • _ _`:_- : - ."•. / - AREAS: I �. N.� n� — - �" LOT SIZE: 41091sf I I A _.._ / `\ Footprint: 3160sf x4 =12,640sf (4) \ • , FEB B- 11118 EXISTING ROAD / '\ 4 \ Lot Coverage: 30.8% P122190 . • \, _ - I LOT 3 SETBACKS: - _ - - "- o -` _• Portalis Front: 20' Street ROW to BuiIding! ,"�" _ , ,_ - ; : I • Sides: 5' min Between Buildings ,� ' HEIGHT: 35' Height Restriction : _ GEos6.� ' : -• :2....\_:- :2 -,- i,.', •'; . --- • _4. .1 ,-241`_,,"2. -'_: ; cii _t :,_-..., • BLDG 7 101.5' I PARKING: i ,� • 4 Villa Site 2 in each Garage + 2 in each Drlvway \ 1 Codes: 3 ti. = _.- I in - IRC2012 = - -_ I � � / Structural / Build 9 Mechanical - IRO 2012 0 = :=== Y ' •2012 Plumbing UPCisiiiimma Date Feb 1 2018 Energy / Ventilation - 2012 WA State Energy Code C Drawn by ML a Project No. 1453 7 .r Scale 1/16" = 1'-0" 011""15 — .....„ / Al 1 P AT 0 © PRIVATE CONTROL \ STRUCTURE www zs, nc: 1. EXISTING FORCE MAIN RIM ELEV.=48.31' �� "�"n` 7117&NATURAL GAS LINE I CP' No. Description Date EASEt3i NT IS 5'ON EITHER SIN SILT FENCE - — �- � - , _ _ SILT FENCE _ _ _ _— _ _ BP BUILDING PERMIT MAY3t tots OF UTILITIES AS CONSTRUCTED .5.5 a '' 11 12 SD CITY TO REVIEW RETAINING WALL LOCATION 'N I GINEERING / CONNECT S A ITARY SEWER TO STUB AT LANE Property Line 2 , U0' \ DECK -- DECK / \ DECK DECK ME 4940.CML 4938 CML J 4936 CML 4934 CML SS STUB (4 0 0 1 0 GEO 69' o NI, / O GEO 65' \EO 65' I GEO 69' 1140sf / 2o� / 1140sf 1 •Osf34,_o. 1140sfce . a LW c' i./ O 1 i „co � �Q" / I I Garage Garage Z , - Garage Garage 111 I GEO 64.5' GEO 64.5' p j GEO 68.5' GEO 68.5' / 'V �v • - . v�J LL 5 / /rC. CHANNEL MARKER TER- 'CE — _ — .:. = — — —r — — — —GEC-705= - I CONSTRUC •N 1 I • 1 c ENT'ANCE( TI f ,#SPALL REkC ON . E) CONNECT SANITARY SEWER TO S UB AT STREET / oT,� SSMH 'C 5 • 72,. O�4. _ DECK DECK I I DECK DECK I SS? •i l h .., I 5 6 7 8 { C`S'O'°�C Ss 4940 4938 W @ 0 'i EN SA UCTION l 4936 4934 PORTALIS PORTALIS " ° PORTALIS " ' EXI`TIN SPALL PORTALIS � '� ROC ON TE � WAY WAY WAY WAY \ m ) ELV 92.5' ELV 92.5' i 77-� 1 ELV 91' �'t 70 • _ 1140sf 1140sf I] _I 140sf ELV 91' - \ \\ /t 1140 SF - XI za-o I Garage Garage Garage Garage _ ELV 92' ELV 92' G90.5' GEO 90.5' - 7\ \ --------- 1 EROSION CONTROL �: O r ul /SOP {ti TRACY STEPHENS Z I z '.3�° ---- 'i (360)661-1927 1/ ` ,' C PORTALIS WAY(PRIVATE LANE) OT 4 • • — —•,:G2e '3— - - -- -- - --- -GEOI1.5'�� / I P122190 . •• � LOT 3 _ Portalis k , • t ` ENGINEERING ATTACHED '-�• I I .-:. 24 • '-:` :` ! \ BLDG 7 WEST COAST ENGINEERING �. GEO 98.5' - 1 eE0 • 1 r 1.5 100' t Villa Site , • BLD 8 u 1 • C t ' o '/ Date May31 2016 O , Drawn by ML —' Project No. 1453 LIJ -- ' Scale 1/16"=1'-0" a PGA , �...- 09 Al BP 4/1'39j1,q r• 5 teJAY ;C Q 1 1 OCT 13 2011 CITY OF ANACORTES STRUCTURAL CALCULATIONS FOR ELEVATED GARAGE SLABS Portalis Development Anacortes, WA 2015 IBC October 24,2016 2016-1107 Prepared By: Michael L. Schemmer, P.E. 2032 N Avenue, Unit A Anacortes,WA 98221 (360) 941-1607 mispe.structures@yahoo.corn _ 'SG� ,., - C":.*, Alk Soi,so', 1ir 4 y 4-�.r F�,SGISTE�G44' - r e Ep�em �� y d y, 'E. • tr 0 a5co f-,- 0 l _ . y,/ :-.31111/N f.:Lo 1- #.144 41/,94Atr, WIlip f/ - --- --- -- ape -- MIL 3" 3-- l /0p -Az .. ._r3 0.. 1:L. . 12, . (} �:. ' xK' Pr I 07c1- . G' T��M GM,<,4 s. i,L 2, ,?k 12: Fr' 4 x.Z.- vt icy. _ . ram..aa-cscc=�:.�.-n.+.�...•...,..w.rs-:�—r:�. Michael L. Schetnmer,P.E. 2032 N Avenue,Unit A Anacortes,WA 98221 (360) 941-1607 mlspe.structures@yahoo.com ®BoisCCascadeSingle 1-3/4" x 9-1/2" VERSA-LAM® 2.0 2800 DF Joisf\J01 Dry 13 spans I No cantilevers 10/12 slope October 23, 2016 12:29:32 BC CALC®Design Report 16 OCS I Repetitive I Glued &nailed construction Build 4516 File Name: BC CALC Project Job Name: 2016-1107 Portalis Elevated Slabs Description: Designs\J01 Address: Portalis Development Specifier: MLS City, State, Zip:Anacortes,WA 98221 Designer: MLS Customer: Portalis Company: Michael L. Schemmer, P.E. Code reports: ESR-1040 Misc: <Y ` ,I,. a 1, ® v v � �+ r v v v Y. � v w :1,- �• �o• �.ii i v v ' e� i i .• o +✓ +Y 07-00-00 1 07-00-00 07-00-00 BO B1 B2 B3 Total Horizontal Product Length=21-00-00 Reaction Summary (Down I Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO, 3-1/2" 219/24 206/0 B1, 5-1/2" 549/0 536/0 B2, 5-1/2" 549/0 536/0 B3, 3-1/2" 219/24 206/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf. Area (Ib/ft^2) L 00-00-00 21-00-00 50 53 16 Controls Summary Value %Allowable Duration Case Location Pos. Moment 4,308 ft-lbs 65.7% 100% 13 17-04-11 Neg. Moment -2,336 ft-lbs 35.6% 100% 7 07-00-00 Neg. Moment -2,336 ft-lbs 35.6% 100% 7 07-00-00 End Shear 2,573 lbs 81.4% 100% 14 15-00-04 Cont. Shear 2,878 lbs 91.1% 100% 8 05-11-12 Uplift -30 lbs n/a 100% 10 00-00-00 Uplift -30 lbs n/a 100% 10 21-00-00 Total Load Defl. L/999 (0.081") n/a n/a 13 17-06-09 Live Load Defl. L/999 (0.075") n/a n/a 27 17-06-09 Total Neg. Defl. U999 (-0.026") n/a n/a 7 09-06-14 Max Defl. 0.081" n/a n/a 13 17-06-09 Span/Depth 8.6 n/a n/a 0 00-00-00 %Allow %Allow Bearing Supports Dim.(L x W) Value Support Member Material BO Wall/Plate 3-1/2"x 1-3/4" 2,649 lbs n/a 57.7% Unspecified B1 Beam 5-1/2"x 1-3/4" 3,500 lbs 58.2% 48.5% Douglas Fir B2 Beam 5-1/2"x 1-3/4" 3,500 Ibs 58.2% 48.5% Douglas Fir B3 Wall/Plate 3-1/2" x 1-3/4" 2,649 lbs n/a 57.7% Unspecified Notes Design meets User specified (L/360)Total load deflection criteria. Design meets User specified (L/600) Live load deflection criteria. Design meets arbitrary(0.625") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Composite El value based on 23/32"thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Deflections less man 1/8"were Ignored in the results. GF Load case was generated by Residential Garage Floor Analysis Page 1 of 2 ®BoisOCascadeSingle 1-3/4" x 9-1/2" VERSA-LAM® 2.0 2800 DF Joist1J01 Dry 13 spans I No cantilevers 10/12 slope October 23, 2016 12:29:32 BC CALC®Design Report I 16 OCS I Repetitive I Glued & nailed construction Build 4516 File Name: BC CALC Project Job Name: 2016-1107 Portalis Elevated Slabs Description: Designs\JO1 Address: Portalis Development Specifier: MLS City, State, Zip:Anacortes, WA 98221 Designer: MLS Customer: Portalis Company: Michael L. Schemmer, P.E. Code reports: ESR-1040 Misc: Garage Floor Analysis Notes Disclosure Design Passes Residential Garage Floor Analysis, for a single car garage. Completeness and accuracy of input must The following Garage Surface and Sheathing Requirements apply: be verified by anyone who would rely on 2-Layers of 23/32"thick, Exposure 1, 48/24 Rated CDX or Structural CDX sheathing. output app ence n suitputlity for particular application..Output here based Joints should be staggered between layers, with both layers applied on building code-accepted design with face grain perpendicular to joists. properties and analysis methods. OR Installation of Boise Cascade engineered Single layer of 23/32"thick, Exposure 1, 48/24 Rated CDX or Structural CDX sheathingwood products must beiinaccordance with g y p current Installation Guide and applicable with face grain perpendicular to joists, plus a topping building codes.To obtain Installation Guide layer of 3"concrete reinforced with 6"x 6" 10/10 wire mesh. or ask questions,please call (800)232-0788 before installation. BC CALC®,BC FRAMER®,AJSTM, ALLJOIST®,BC RIM BOARDTM,BCI®, BOISE GLULAMTM,SIMPLE FRAMING SYSTEM®,VERSA-LAM®,VERSA-RIM PLUS®,VERSA-RIM®, VERSA-STRAND®,VERSA-STUD®are trademarks of Boise Cascade Wood Products L.L.C. Michael L.Schemmer,P.E. Project Title: Portal's Elevated Garages .' 2032 N.Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2016-1107 i Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mispe.structures@yahoo.com Wood Beam File=caUserslOwner1DOCUME-11ENERCA-11205307-1.EC6 ENERCALC,INC.1983-2016,Build:6.16.6.7,Ver:6.16.6.7 L'CnKU OGlo.145-5.4v n & 6tvT. l _A>VA r.MVE 1AZ vyM V `Z..il Li6n . 1a So Qm1m.:s..4 Description: Beams CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 875 psi E:Modulus of Elasticity Load Combination i BC 2015 Fb-Compr 875 psi Ebend-xx 1300 ksi Fc-Pill 600 psi Eminbend-xx 470ksi Wood Species : Douglas Fir- Larch (North) Fc-Perp 625 psi Wood Grade : No.2 Fv 170 psi Ft 425 psi Density 30.58 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.3710 L(0.350) �s 6x10 6x10 6x10 Span=6.670 ft Span=6.670 ft Span=6.670 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: 0=0.3710, L=0.350 klft DESIGN SUMMARY'— ..__—, _ SgDesit 417.OK ;i`;.Maximum Bending Stress Ratio = 0.576 1 Maximum Shear Stress Ratio = 0.398 : 1 Section used for this span 6x10 Section used for this span 6x10 fb:Actual = 502.92 psi fv:Actual = 67.71 psi FB:Allowable = 875.00psi Fv:Allowable = 170.00 psi Load Combination +D+L+H,LL Comb Run(LL*) Load Combination +D+L+H,LL Comb Run(*LL) Location of maximum on span = 6.670ft Location of maximum on span = 6.670 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#2 Maximum Deflection Max Downward Transient Deflection 0.024 in Ratio= 3396>=600. Max Upward Transient Deflection -0.015 in Ratio= 5374>=600. Max Downward Total Deflection 0.041 in Ratio= 1958>=360. Max Upward Total Deflection -0.014 in Ratio= 5848>=360. Overall Maximum Deflections Load Combination Span Max -"Dell Location In Span Load Combination Max."+"Dell Location In Span +D+L+H,LL Comb Run(L*L) 1 0.0409 3.139 0.0000 1.906 +D+L+H,LL Comb Run(*La) 2 0.0172 3.363 +D+L+H,LL Comb Run(L*L) -0.0121 1.906 +D+L+H,LL Comb Run(L*L) 3 0.0406 3.587 0.0000 1.906 Michael L.Schemmer,P.E. Project Title: Portal's Elevated Garages 2032 htAvenue,Unit A Engineer: Michael L.Schemmer,P.E. Prolect ID: 2016-1107- Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mispe.structures@yahoo.com Wood Column File=c:\Users\OwneADOCUME-11ENERCA-1\205307-1.EC6 ; ENERCALC,INC.1983-2016,Build 616.6.7,Ver:6.16.6.7 t �Q c: F iR Ea5 r fy -, `made'r Ci tl>CkjY=*`tis.3t..'Lif a i?� did, nc s;i IG et.0 _P.11 1 -1'G4EV1f0601U 45.,.'� try ..�. .,�ti.<<..�r.,,,+_.r.�r�`�.,_ ,�_.��`�i �,s..�;,xnr-. �a:;!...;��'nr..��t'.�. �.. u. s_�,�,�O�I75Pi,6�ia1Vl 3. �i� 1�4ii§f.::-�V Description: Posts Code References _ Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.50 ft Wood Member Type Sawn ( Used for non-slender calculations) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir- Larch(North) Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.1 Area 30.250 in^2 Cf or Cv for Compression 1.0 Fb-Tension 1300 psi Fv 170 psi lx 76.255 in^4 Cf or Cv for Tension 1.0 Fb-Compr 1300 psi Ft 675 psi ly 76.255 104 Cm:Wet Use Factor 1.0 Fc-Prll 925 psi Density 30.58 pcf Ct:Temperature Factor 1.0 Fc-Perp 625 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 ND ;,;., Basic 1600 1600 1600 ksi Use Cr:Repetitive? No Minimum 580 580 Brace condition for deflection(buckling)along columns: X-X(width)axis: Lu for X-X Axis buckling:10 ft,K=1.0 Y-Y(depth)axis: Lu for Y-Y Axis buckling:10 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:61.027 lbs*Dead Load Factor AXIAL LOADS... Garage Floor:Axial Load at 9.50 ft,Xecc=2.0 in,Yecc=2.0 in,D=2.720,L=2.80 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8005:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.09684 k Bottom along Y-Y 0.09684 k Governing NDS Forumlaip+Mxx+ Myy, NDS Eq. 3.9- Top along X-X 0.09684 k Bottom along X-X 0.09684 k Location of max.above base 9.436 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.07609 in at 5.547 ft above base Applied Axial 5.581 k for load combination: +D+L+H Applied Mx 0.9138 k-ft Applied My 0.9138 k-ft Along X-X 0.07609 in at 5.547 ft above base Fc:Allowable 693.68 psi for load combination:+D+L+H Other Factors used to calculate allowable stresses,.. PASS Maximum Shear Stress Ratio= 0.01883:1 Bending Compression Tension Load Combination +D+L+H Location of max.above base 9.50 ft Applied Design Shear 4.802 psi Allowable Shear 170.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.780 0.3832 PASS 9.436ft 0.01031 PASS 9.50 ft +D+L+H 1.000 0.750 0.8005 PASS 9.436 ft 0.01883 PASS 9.50 ft +D+Lr+H 1.250 0.677 0.2753 PASS 9.436 ft 0.007424 PASS 9.50 ft +D+S+H 1.150 0.705 0.2993 PASS 9.436 ft 0.008069 PASS 9.50 ft +D+0.750Lr+0.750L+H 1.250 0.677 0.5399 PASS 9.436 ft 0.01316 PASS 9.50 ft +D+0.750L+0.750S+H 1.150 0.705 0.5868 PASS 9.436 ft 0.01430 PASS 9.50 ft +D+0.60W+H 1.600 0.585 0.2156 PASS 9.436 ft 0.00580 PASS 9.50 ft +D+0.70E+H 1.600 0.585 0.2156 PASS 9.436 ft 0.00580 PASS 9.50 ft D.O.700LrT0.73OL.0.400W"1-1 1.000 0.060 0.4233 PASS 9.431571 0.0'I OZ25 F'ASS 9.50 ft +D+0.750Lr0.750S+0.450W+H 1.600 0.585 0.4233 PASS 9.436 ft 0.01028 PASS 9.50 ft +D+0.750L+0,750S+0.5250E+H 1.600 0.585 0.4233 PASS 9.436ft 0.01028 PASS 9.50ft -+0.60D+0.60W+0.60H 1.600 0.585 0,1224 PASS 9.436ft 0.003480 PASS 9.50ft A Michael L.Schemmer,P.E. Project Title: Portalis Elevated Garages 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2016-1107 Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mIspe.structures@yahoo.com Wood Column File c\Users\owner1D0CUME 11ENERCA-1r205307--1.EC6 ENERCALC INC.'1983 2016,Build:6.16.6.7,Ver.6.16.6.7 �t +,W^'O/� //:� r ': �r t z J tt s;{ ^+. -s 2 t c '.a +,p At at ..k Y,;, 1.-, '" .,.�.• Lt�i�_]tE':}K11 Y;'.V6V�.U.1i 4<ql: �...�.�.�..t;vF1�-:yi-.i''�,J�h�.��al,, i��3U._ �_V:�'�tr::v 't .. ( 1.,{CN ,,.-'-3+,v:.',fit. 1111 y.�- Description: Posts Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 0.585 0.1224 PASS 9.436 ft 0.003480 PASS 9.50 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base ©Top @ Base +D+H 0.048 -0.048 k 0.048 -0.048 k 2.781 k +D+L+H 0.097 -0.097 k 0.097 -0.097 k 5.581 k +D+Lr+H 0.048 -0.048 k 0.048 -0.048 k 2.781 k +D+S+H 0.048 -0.048 k 0.048 -0.048 k 2.781 k +D+0.750Lr+0.750L+H 0.085 -0.085 k 0.085 -0.085 k 4.881 k +D+0.750L+0.750S+H 0.085 -0.085 k 0.085 -0.085 k 4.881 k +0+0.60W+H 0.048 -0.048 k 0.048 -0.046 k 2.781 k +D+0.70E+H 0.048 -0.048 k 0.048 -0.048 k 2.781 k +D+0.750Lr+0.750L+0.450W+H 0.085 -0.085 k 0.085 -0.085 k 4.881 k +D+0.750L+0,750S+0.450W+H 0.085 -0.085 k 0,085 -0.085 k 4.881 k +D+0.750L+0.7508+0,5250E+1-1 0.085 -0.085 k 0.085 -0.085 k 4.881 k +0.60D+0.60W+0.60H 0.029 -0.029 k 0.029 -0.029 k 1.669 k +0.60D+0.70E+0.60H 0.029 -0.029 k 0.029 -0.029 k 1.669 k D Only 0.048 -0.048 k 0.048 -0.048 k 2.781 k Lr Only k k k L Only 0.049 -0.049 k 0.049 -0.049 k 2.800 k S Only k k k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load.Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0375 In 5.547 ft 0.037 in 5.547 ft +O+L+H 0.0761 in 5.547 ft 0.076 in 5.547 ft +D+Lr+H 0.0375 in 5.547 ft 0.037 in 5.547 ft +D+S+H 0.0375 in 5.547 ft 0.037 in 5.547 ft +0+0.750Lr+0.750L+H 0.0664 in 5.547 ft 0.066 in 5.547 ft +D+0.750L+O.750S+H 0.0664 in 5.547 ft 0.066 in 5.547 ft +D+0.60W+H 0.0375 in 5.547 ft 0.037 in 5.547 ft +D+0.70E+H 0.0375 in 5.547 ft 0.037 in 5.547 ft +D+0.750Lr+0,750L+0.450W+H 0.0664 in 5.547 ft 0.066 in 5.547 ft +D+0,750L+0.750S+0.450W+H 0.0664 in 5.547 ft 0.066 in 5.547 ft +D+0.750L+0,750S+0.5250E+H 0.0664 in 5.547 ft 0.066 in 5.547 ft +0.60D+0.60W+0.60H 0.0225 in 5.547 ft 0.022 in 5.547 ft +0.600+0.70E+0.60H 0.0225 in 5.547 ft 0.022 in 5.547 ft D Only 0.0375 in 5.547 ft 0.037 in 5.547 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0386 in 5.547 ft 0.039 in 5.547 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0,000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Michael L.Schemmer,P.E. Project Title: Portalis Elevated Garages 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,RE. Project ID: 2016-1107 4- Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mispe.structures@yahoo.com WOOd COiumn File=c:\Users\Owner\DOCUME-1IENERCA-11205307-1.EC6 EN ERCALC INC 1983 2016 Build�616 6.7 Ver616 6.7# KW-06010145 " kf aa. '"as #rf 1 � 5 6arcv�- nnLj0I5Q :: T IC .4,e rri Description: Posts Sketches Y 5520k oad 1 c o • Q } 6x6 l 5,50 in Loads are total entered value.Arrows do not reflect absolute direction. Michael L.Schemmer,P.E. Project Title: Portalis Elevated Garages ;! , 2032 N-Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project ID: 2016-1107 ( j Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mispe.structures@yahoo.com General Footing File=c1Users1OwnerIDOCUME-11ENERCA-11205307-1.EC6 JM ENERCALC,INC.1983 2016,Build:6.16.6.7,Ver:6.16.6.7 1 '1:f1 #:,KW:06D10145' :.'i' ti w,s vt '-R0 5 wti¢r 4 , s,; t �rr ww.s< Sal�v .�- t ..4 r r Sot ?'�f s,+'11 " 0: 1''` .,.,. .,.„+�,,..i".l.o�.-c s. �F..�.,,. 'b.-,�;�.,..w,.tr.:�.>7-_-.teS�'f".,...�..,h..e.,�..+.;a ,r...�..i_-'S,�k. ,_ '�rir� ��2�.��IG.�¢�:In.�k".i Description: Pad Footings `' Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values Pc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = • 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0:1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than = ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft Z Footing Thickness = 12.0 in Load location offset from footing center... qi-' ex:Pill to X-X Axis = 2 in ,5 .1/2' = in 11- r Pedestal dimensions.., cn dit -. x px:parallel to X-X Axis = 5.50 in N Kt t�:a pz:parallel to Z-Z Axis _ 5.50 in Height - 2.0 in "' <- m Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in y,R . < o I�; ' Reinforcing 511 225 0n w Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size - # 4 Bars parallel to Z-Z Axis L, I-... Number of Bars = 4.0 Reinforcing Bar Size = # 4 -- - Ba ndwidth Dis tribution Check ->s�. C 2(A CI I� I'—�I�IIq=�fl,,--.;i�iai-`✓iiu�—tiu nr��i�in=i,iDu=='siplld===77�1 If!IdIII;�Q;_7;�jRl__ i m:��i�i__�::ai' Direction Requiring Closer Separation n/a k- �,r�, ate,°9�� < d��, a�,�y�o °� #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 2.720 2.80 k OB:Overburden = ksf M-xx --- k-ft M_zz = k-ft V-x = k V-z - k Michael L.Schemmer,P.E. Project Title: Portal's Elevated Garages 2032 N Avenue,Unit A Engineer: Michael L.Schemmer,P.E. Project 1D: 2016-1107 Anacortes,WA 98221 Project Descr: SFR (360)941-1607 mIspe.structures@yahoo.com File=c:1UserslOwnerIDOCUME-11ENERCA-11205307--1.EC6 General Footing ENERCALC,INC.1963-2016,Build:6.16.6.7,Ver:6.16.6.7 % Ltd t. •W406O10i4.5 ti ue jAW41?; -,S7A a-- m muel .bo n .w ;.Qd $£axt(tCt1o{ SC'PL11ifieddifOg.Description: Pad Footings DESIGN SUMMARY :ffeNgeWidtiO,"fL,Ita7 Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9173 Soil Bearing 1.376 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.04761 Z Flexure(+X) 0.5913 k-ft 12.418 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.05111 Z Flexure(-X) 0.6346 k-ft 12.418 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.05197 X Flexure(+Z) 0,6453 k-ft 12.418 k-ft +1.20D+0,50LN-1.60L+1.60H PASS 0.05197 X Flexure(-Z) 0.6453 k-ft 12.418 k-ft +1,20D+0,50Lr+1,60L+1.60H PASS 0.02639 1-way Shear(+X) 1.979 psi 75.0 psi +1.20D+0,50Lr+1.60L+1.60H PASS 0.04721 1-way Shear(-X) 3.541 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.04462 1-way Shear(+Z) 3.346 psi 75,0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0,04462 1-way Shear(-Z) 3.346 psi 75.0 psi +1,20D+0.50Lr+1.60L+1.60H PASS 0.07418 2-way Punching 11.126 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H rvutf ide1 L.aunemmer,Kt. Project Title: /C 2032 N Avenue,Unit A Engineer: Project ID: Anacortes,WA 98221 Project Descr: (360)941-1607 mIspe.structures@yahoo.com Printed;271,10V 2013,7:10AM Cantilevered RetainingWall Filer caUselslMicheehDOCUME-11ENERCA-11209A8A--1.EC6 1t . ENERCALC,INC.1983-2013.Guild:6.13.8.31,Ver:6.13.8.31 1 f-. 'F .� -4 k ;a'a�r Yl *0 Y'y..^5�� .:gym- -vroryr.,,. s � A e fF /3 4... ...... t y,._ ,ire;•#;r7Kk1 Ata1 i14, '}y a�f,f.rx MIMI.4 aai MAR F+J= ry� i:;i* t`�k t.�' .f,� +;. r rl.Q"� �;:M _ � ao,>�.�.�� t � r �. f,�a.. ?�. �:�t-�t�� e�...NJ`t��il�s t�.�. OKetto°:s 16:. Description: 9'6"wall,4'unbalanced backbit Criteria Soil Data Calculations per ACI 318.05, ACI 530.05,IBC 2006, Retained Height - 5.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2007,ASCE 7.05 Wall height above soil = 4.50 ft Equivalent Fluid Pressure Method Slope Behind Wail = 0.00:1 Heel Active Pressure = 35,0 psf/ft Height of Soil over Toe - 12.00 in Toe Active Pressure = 35.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 389.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 USED for Sliding Resistance. Soil height to Ignore USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 Of Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0,00 ft Surcharge Over Toe = 0.0 psf ,..Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0,00 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load - 150.0 lbs Base Above/Below Soil - 0.0 ft Axial Live Load - 250.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall - Axial Load Eccentricity - 0.0 in Poisson's Ratio - 0.300 Design Summary Stem Construction Top Stem Stern 0K Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning - 1.66 OK Wall Material Above"HI' = Concrete Sliding = 2.30 OK Thickness in=- 8.00 Rebar Size = # 5 Total Bearing Load - 2,017 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 5.77 in Rebar Placed at = User Spec Soil Pressure Toe - 2,588 psf NG Design Data = 0.262 @ p fb/FB+fa/Fa Soli Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 672,0 Allowable - 2,500 psi Moment....Actual ft-I= 1,157.3 Soil Pressure Exceeds Allowable! ACI Factored @ Toe = 3,234 psf Moment Allowable ft-I= 4,423.2 ACI Factored @ Heel = 0 psf Shear.....Actual psi= 11.2 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 4.9 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.00 Sliding Calcs (Vertical Component Used) Lap splice if above in= 23.40 Lateral Sliding Force = 560.0 lbs apmb if intonow in= 6.00 embed less 100%Passive Force = - 583.5 lbs Hookbed footing in= 6.00 Concrete Data less 100%Friction Force = - 706.0 lbs Added Force Req'd = 0.0 lbs OK f c psi= 0,000.0 qFy psi= 60,000.0 ....for 1.5:1 Stability = 0.0 lbs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Michael L.Schemmer,P.E. Project Title: I I 2032 hl Avenue,Unit A Engineer: Project ID: Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed:27 NOV 2013,7:10AN cantilevered RetainingWall File=caUsers\Michael\OOCUME-1\ENERCA-11209A8A-1.EC6 , ENERCALC INC.1983-2013,Build:6.13.8.31 Ver.6:13.8.31 yez.^ 11.? R j.� ST.' '`r'"`a' Y"Yt,'.r.`':r RI "�✓�i� 'lN;_i.'*L,%Lr"2?: F:�.i':5^{3 ="�r�,-9}e p.� :?+, +. S C ry/�:�y .SdS(Yi4 i w},W e:,C 'yi/z�.1,u-isdrJn� 1 i'h (�e�b t I nh.i��ir.%1fi�Y,y:r.O,XO�.V��V.•InY,f^.!6v1::�)J�i;f(2h�t:�'Ff?S:. �ni^5�:%:�e..S+3:� IT''..IZL7irvA:i��'27:isY'2,: ?\:flt�'F�4il� �S�t+.��✓�,.��3JS1:'&�..•.F:n.K.]le tf3��f.�..� -J�.�4.blSLlv..i!„�� •M•J.��L,(1 .. Description: 9'6"wall,4'unbalanced backfill Footing Dimensions&Strengths Footing Design Results Toe Width = 0.67 ft Toe Heel Heel Width = 1.33 Factored Pressure = 3,234 0 psf Total Fooling Width = 2,00 Mu':Upward = 616 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 69 187 it-lb Mu: Design = 547 187 ft-lb Key Width = 0.00 In Key Depth = 0.00 in Actual 1-Way Shear = 0.00 4.91 psi Key Distance from Toe = 0.00 ftAllow 1-Way Shear 75.00 75.00 psi Toe Reinforcing = None Spec'd f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S"Fr Heel: Not req'd,Mu<S`Fr Key: No key defined Summary of Overturning&Resisting Forces&Moments i OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 366.7 1.67 611.1 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -70.0 0,67 -46.7 Surcharge Over Heel - Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 150.0 1.00 150.0 Added Lateral Load = *Axial Live Load on Stem = 250.0 1.00 250.0 Load @ Stem Above Soil = Soil Over Toe = 0.33 Surcharge Over Toe = Stem Weight(s) = 950.0 1.00 950.0 Earth @ Stem Transitions = Total = 560.0 O.T.M. = 1,213.3 Footing Weight = 300.0 1.00 300.0 ResistinglOverturning Ratio = 1.66 Key Weight = Vertical Loads used for Soil Pressure= 2,016.7 lbs Vert.Component = 2.00 Total= 1,766,7 lbs R.M.= 2,011.1 *resistance,but is included forforlsoiltprdisplayed, ssuure calculation for overturning micnael L.Schemmer,P.E. Project Title: 1 a- 2032 N Avenue,Unit A Engineer: Project ID: Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed:27 NOV 2013,7:09A1d Cantilevered Retaining Wall File=c:\Users\Michael\DOCUME-IIENERCA-11209A8A-1,EC6 ;1 ENERCALC,INC.1983-2013,Build 6.13.8.31,Ver:6.13,8.31-� �µyy U` hhe AG��' r li e.''�7tG/€y0.01 1.010 �t."✓MIU✓ r 'Y'tr -�`", Ian` `"'�°i iair.a�fH l t`.s3✓�^,f f'7 uif'r(T� },, E',"r.it,-s AtA}ix T jd:.�S �ti-n 41 w...(0xa rnv yMprM it p},irfi yf . it,i•. 1,11� �4T..tihF,ry..t. .r J.,.A. MGl"I�.7LJ°X 11,'.1<a sw..,v�e..e'�?-"�f}Y I(•YA�"rt%I.L..�NV �f'i' t�i'! !�u��t,�`/rp�.��PC.`Sff>V'2. .i'.L']421d4 iiM��.SSS.!?�1t/'S,iS13.� -a'_y Description: 9'6"wall,6'unbalanced backfill Criteria t Soil Data Calculations per AC1318.05, AC1530.05,IBC 2006, Retained Height = 7.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2007,AscE 7-05 Wall height above soil = 2.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe - 12.00 in Toe Active Pressure = 35.0 psflft Water height over heel = 0.0 ft Passive Pressure = 389.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 USED for Sliding Resistance. Soil height to ignore USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load - 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top - 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity - 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0,00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load - 150.0 lbs at Back of Wall - 0.0 ft Axial Live Load = 250.0 lbs Wind on Exposed Stem = 0.0 psf Poisson's Ratio - 0.300 Axial Load Eccentricity = 0,0 in Design Summary rStem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.79 OK Wall Material Above"Ht" = Concrete Sliding = 1.62 OK Thickness in= 8.00 Rebar Size = # 5 Total Bearing Load = 3,057 lbs Reber Spacing in= 18.00 ...resultant ecc. = 9.10 in Rebar Placed at = User Spec Design Data Soil Pressure @ Toe = 2,351 psf OK fbIFB+falFa - 0.722 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,344.0 Allowable = 2,500 psf Moment....Actual ft-1= 3,192.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,898 psf Moment Allowable ft-I= 4,423.2 ACf Factored @ Heel = 0 psf Shear Actual Psi= 22.4 Footing Shear @ Toe = 6.8 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 15.3 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.00 Sliding Cabs (Vertical Component Used) Lap splice if above in= 23.40 Lateral Sliding Force = 1,050.0 lbs Lap splice if below in= 7.47 less 100%Passive Force = - 583.5 lbs Hook embed into footing in= 7.47 less 100%Friction Force = • 1,120.0 lbs Concrete Data Added Force Req'd = 0.0 lbs OK f c psi= 0,000.0 ....for 1.5:1 Stability = 0.0 lbs OK Fy psi= 60,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Michael L.Schemmer,R.E. Project Title: 2032 N;Avenue,Unit A Engineer: Project ID: Anacortes,WA 98221 Project Descr: (360)941-1607 mIspe.structures@yahoo.com Printed:27 NOV 2013,7:09AM Cantilevered Retaining EE Wall File ENERers1Michael1DOCUME-11ENERCA-11209A8A-1.EC6 I CALC,INC.1983.2013,Build:6.13.8.31,Ver:6.13.8.31 f ry y^t } l/;.F ai;at .?' a 1`t15w '45; -c.,.FSa i f £r-:4� i +r,.,y .. f Ill s.ti'A'u^' i0:60114}5.`.hsHt,.�'`t r f i C fix, «x'el�,�iai�i��i � .f 'A ^r„i r 'S'�r 3 f'S. "' A t ��,,: .� ��r�.,�e � r. >,��.�: >�,,,: .,� .�.�� a �-a&?�.��'��[N�sh��Js1i,�:..N��lle i � '1;€� Description: 9'6"wall,6'unbalanced backfill Footing Dimensions&Strengths 1 Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 2 25 Factored Pressure = 2,898 0 psf Total Footing Width = 3.25 Mu':Upward = 1,263 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 156 1,384 ft-lb Key Width = 0.00 in Mu: Design 1,107 1,384 ft-lb p = 0.00 in Actual 1-Way Shear 6.80 15.33 psi Key Depth Key Distancefrom Toe = 0.00 Allow 1-Way,Shear =hear75.00 75.00 psi Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0,0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning&Resisting Forces&Moments j OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 1,120,0 2.67 2,986,7 Soil Over Heel = 1,219.2 2.46 2,997.1 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -70.0 0.67 -46,7 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 150.0 1.33 200.0 Added Lateral Load = "Axial Live Load on Stem = 250.0 1.33 333.3 Load @ Stem Above Soil = Soil Over Toe = 0.50 Surcharge Over Toe = Stem Weights) = 950.0 1.33 1,266.7 Earth @ Stem Transitions = Total = 1,050.0 O.T.M. = 2,940.0 Footing Weight = 487.5 1.63 792.2 ResistinglOverturning Ratio = 1.79 Key Weight = Vertical Loads used for Soil Pressure= 3,056.7 lbs Vert.Component = 3.25 Total= 2,806.7 lbs R.M.= 5,256.0 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. ivucnael L.5cnemmer,P.E, Project Title: i Lj 2032 N Avenue,Unit A Engineer; Project ID: Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo,com Printed:27 NOV 2013,7:08AM Cantilevered Retaining Wall File=c:lUsersWichael\DOCUME-11ENERCA-11209A8A-1.EC6 p �t ENERCALC,INC.1983.2013,Build:6.13.8.31,Ver.6.13.8.31 j.; I{ tittai T.v.:�.Ji g0:66 '�,` i' *Sy' :J,1�v sti,$ lye ty Ltri"tic 12',7`.0,.E61 r��rp�"(�!' W.,I rc;r��t�s x-y+•,a' 3�x`l� 'swa R. 5 S 7k1�:Si',�:; <�`i�'.'g,M1�,>�.�� _z:�.�'s ',�"Y��;�.�€,:.� �.�.�:.�„�. r �i�,:�r.. �.`-�.�a �•�-�. S�ILA.;:NEL.LWO > >.,t3;rl1ibJ t, Description: 9'6'wall,8'unbalanced backfill Criteria Soil Data Calculations per ACI 318.05, ACI 530-05,IBC 2006, Retained Height = 9.00 ft Allow Soil Bearing = 2,500.0 psf CSC 2007,ASCE 7-05 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wail - 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure - 35,0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 389.0 psflft Vertical component of active Soil Density,Heel = 110,00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Fig&Soil = 0.400 USED for Sliding Resistance. USED for Overturning Resistance. Soil height to ignore for passive pressure = 12,00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width - 0.00 ft Surcharge Over Toe = 0.0 psf ,,,Height to Bottom = 0.00 ft Eccentricity = 0,00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 150.0 lbs Base Back of Wall Soil - 0.0 ft Axial Live Load = 250.0 lbs Wind on Exposed Stem = 0.0 psf at of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio - 0.300 Design Summary Stem Construction Top Stem end Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 4.00 0.00 Overturning = 2.15 OK Wall Material Above"HI" = Concrete Concrete Sliding = 1.51 OK Thickness in= 8,00 8.00 Rebar Size = # 5 # 5 Total Bearing Load = 4,986 lbs Rebar Spacing in= 18.00 9.00 ...resultant ecc, = 10.71 in Rebar Placed at = User Spec User Spec Design Data Soil Pressure @ Toe = 2,243 psf OK fb/FB+fa/Fa = 0.264 0.810 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 700.0 2,240,0 Allowable = 2,500 psi Moment....Actual ft-I= 1,166.7 6,794.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,73E psf Moment Allowable ft-I= 4,423.2 8,392.8 ACI Factored @ Heel = 0 psf Shear Actual psi= 11.7 37.3 Footing Shear @ Toe = 6.7 psi OK Shear Allowable psi= 75.0 75.0 Footing Shear @ Heel = 28.7 psi OK Wall Weight psf= 100.0 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.00 5.00 Sliding Calcs (Vertical Component Used) Lap splice if above in= 23.40 23.40 Lateral Sliding Force = 1,726.7 lbs Lap splice if below in= 23.40 6.30 less 100%Passive Force = • 718.6 lbs Hook embed into footing in= 23.40 6.30 less 100%Friction Force = - 1,899.E lbs Concrete Data fc Added Force Req'd = 0.0 lbs OK psi= 2,500,0 2,500.0 F .,..for 1,5:1 Stability = 0.0 lbs OK y psi= 60,000.0 60,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1,600 Wind,W 1.600 Seismic,E 1.000 wucudel L.acnemmer,lit. Project Title: /� ' 2032 NtAvenue,Unit A Engineer: Project 1D: j Anacortes,WA 98221 Project Descr: (360)941-1607 mIspe.structures@yahoo.com Printed:27 NOV 2013,7:08AM Cantilevered Retaining Wall File=oauserslMichael1DOCUME-11ENERCA-11209A8A-1.EC6 3 ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31 islaI a LCW,06.Q.0145 �1r',L t yRk�tr° a`: fat f a Wilke ,n�t W a �; ti. � ..7 �• rs: e�E %t�.��.j;'aS•.uKo�•..+ tw�u:,7.,7i'�`�kH(�j64�?i�X.;> - Description: 9'6"wall,8'unbalanced backfill Footing Dimensions&Strengths Footing Design Results Toe Width = 1.25 ft Toe Heel Heel Width = 3.50 Factored Pressure - 2,736 0 psf Total Footing Width = 4.75 Mu':Upward = 1,937 0 ft-lb Footing Thickness = 14.00 in Mu':Downward - 267 5,611 ft-lb Width = 0.00 in Mu: Design = 1,670 5,611 ft-lb Key Wi epth = 0.00 in Actual 1-Way Shear = 6.65 28.70 psi Key Depth Key Distancefrom Toe = 0.00 ftAllow 1-Way Shear = 75,00 75,00 psi Toe Reinforcing = None Speed .ft = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 15.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2,00 @ Bim= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: #4@ 9.75 in,#5@ 15.00 in,#6@ 21.50 in,#7@ 29.00 in,#8@ 38.25 in,#9@ 48 Key: No key defined Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 1,808.8 3.39 6,129.9 Soil Over Heel = 2,805.0 3.33 9,350.0 Surcharge over Heel - Sloped Soil Over Heel = Toe Active Pressure = -82.2 0.72 -59.3 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 150.0 1.58 237.5 Added Lateral Load = *Axial Live Load on Stem = 250.0 1.58 395.8 Load @ Stem Above Soil = Soil Over Toe = 0.63 Surcharge Over Toe = Stem Welght(s) = 950.0 1.58 1,504.2 Earth @ Stem Transitions = Total = 1,726.7 O.T.M. = 6,070.6 Footing Weight = 831.3 2.38 1,974.2 Resisting/Overturning Ratio = 2.15 Key Weight = Vertical Loads used for Soil Pressure= 4,986.3 lbs Vert.Component = 4.75 Total= 4,736,3 lbs R.M.= 13,065.9 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. micnaei L,bchemmer,P.E. Project Title: it.'-) 2032 N Avenue,Unit A Engineer: Project ID: Anacortes,WA 98221 Project Descr: (360)941-1607 • mispe.structures@yahoo.com Printed:27 NOV 2013,7:07AM Cantilevered Retaining Wall File=c:\UsersIMichael\DOCUME-11ENERCA-'11209A8A-1.EC6 ��,� ENERCALC,INC.1983 2013 Build 613.6.31,Ver:6.13.8.31 F+ , ..., "°i'y"l'''''' )r. i F.='er ''''' ..`t k x, n. tea. u ptKq r< ty,ar y.,m, , 'i tr7n+v - , vn' �� ° s �•�. ��,x� �3t��`�,:,sk,�.�:�, � �� :��%:. ��';a'��::rr-��r�..:S�e�;M>t fa��,t��tQl�a�`� �':. Description: 11'6'wall,4'unbalanced backfill Criteria Soil Data Calculations per ACt 318-05, ACI 530-05,IBC 2006, Retained Height = 5.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2007,ASCE 7.05 Wall height above soil = 6.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe - 12.00 in Toe Active Pressure = 35.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 389.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 USED for Sliding Resistance. Soil height to ignore USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 pif Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ,.,Height to Top - 0.00 ft Footing Width - 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom - 0.00 fl Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist 0.00 ft Axial Load Applied to Stem Footing A Type/Below e Soil Line Load BAxial Dead Load = 150.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 250.0 lbs Wind on Exposed Stem = 0.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.82 OK Wall Material Above"Hr = Concrete Sliding = 2.45 OK Thickness in= 8.00 Rebar Size - # 5 Total Bearing Load = 2,217 lbs Rebar Spacing in= 18,00 ...resultant ecc. = 5.25 in Rebar Placed at = User Spec , psf NG Design Data Soil Pressure @ Toe = 2625 P -fb/FB+fa/Fa - 0.262 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 672.0 Allowable = 2,500 psi Moment....Actual ft-I= 1,157.3 Soil Pressure Exceeds Allowable! ACI Factored @ Toe = 3,269 psf Moment Allowable ft-I= 4,423,2 ACI Factored @ Heel = 0 psf Shear.....Actual psi= 11.2 Footing Shear @ Toe = 0,0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 4.9 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.00 Sliding Calcs (Vertical Component Used) Lap splice if above in= 23,40 Lateral Sliding Force = 560.0 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 583.5 lbs embed into footing in= 6.00 less 100%Friction Force = • 786.0 lbsfc Concrete Data Added Force Req'd = 0.0 lb Fs OK psi= 2,500.0 ....for 1.5:1 Stability = 0.0 lbs OK y psi= 60,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Michael L.Schemmer,P.E. Project Title: t`f 2032 N Avenue,Unit A Engineer: Project ID: ( �` Anacortes,WA 98221 Project Descr: (360)941-1607 mIspe.structures@yahoo.com Printed:27 NOV 2013.7:07AM Cantilevered Retaining Wall File=c:\Users\Michael 100CUME11ENERCA-11209A8A-1.EC6 ,; ENERCAIC,INC.1983 2013 Boild 6.13.8.31;Ver.6.13.8.31tj r,r r =i. lh"eI • O. - -tom:. Description: 11'6"wall,4'unbalanced backfill `�" Footing Dimensions&Strengths , Footing Design Results Toe Width = 0.67 ft Toe Heel Heel Width = 1.33 Factored Pressure = 3,269 0 psf Total Footing Width = 2.00 Mu':Upward = 631 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 69 187 ft-lb Key Width = 0.00 in Mu: Design = 561 187 ft-lb Key Depth = 0.00 in Actual 1-Way Shear = 0.00 4.91 psi Key Distance from Toe = 0.00 Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Pc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 18.00 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S`Fr Heel: Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 366.7 1.67 611.1 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -70.0 0.67 -46.7 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 150.0 1.00 150.0 Added Lateral Load = *Axial Live Load on Stem = 250.0 1.00 250.0 Load @ Stem Above Soil = Soil Over Toe = 0.33 Surcharge Over Toe = Stem Weight(s) = 1,150.0 1.00 1,150.0 Earth @ Stem Transitions = Total = 560.0 O,T.M, = 1,213.3 Footing Weight = 300.0 1.00 300.0 ResistinglOverturning Ratio = 1.82 Key Weight = Vertical Loads used for Soil Pressure= 2,216.7 lbs Vert.Component = 2.00 Total= 1,966.7 lbs R.M.= 2,211,1 Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. ,vw...uae L.oe uemmer,r,t. Project Title: IR 2032 N Avenue,Unit A Engineer: Project ID: Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Milled:27 NOV 2013,7:06AM Cantilevered RetainingWall File=c:lUserstMichael100CUME-11ENERCA-11209A8A-1,EC6 -j ENERCALC,INC.1983-2013,Build:6,13.8.31,Ver:6.13.8.31 It J ^.. 'NSy'9r�,,,u. ,y.j4.7 .b¢ MNBi f' ` k�wq- x-�(m�4:rt3 5 ,5i Y' tc}''�t3s¢'"l Fsd<x-`4;1 'S,.� �hr{N+,i`.f�"� v �13, ,1'.r�r:�:�{t!l1..9�D1A7.4.5�:�.�.,i�4.�.��'t„'�-�rli��?��a:,{ .� �t� � . '� 5.�y ',, +� t.Y� r�+� s'p �7 pc lei,: {.e'Ti.. �@ �ht.., .era ;...i Fes_ }2''�R'3`�>a,"�43�fr!S�a�i"t5>3�a�1in:-.[thv`�i�.,c..kr_<e'�.�l�;q.,,.aF:.S7..��. !l��,F.l..--.1. "H>L4?-� Description: 11'6"wall,6'unbalanced backflll Criteria Soil Data Calculations per ACI 318-05, ACI 530-05,IBC 2006, Retained Height - 7.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2007,ASCE 7-05 Wall height above soil = 4,50 ft Equivalent Fluid Pressure Method Slope Behind Wall - 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure - 35.0 psflft Water height over heel = 0.0 ft Passive Pressure = 389.0 psflft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 USED for Sliding Resistance. USED for Overturning Resistance. Soil height to ignore for passive pressure = 12,00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 pff Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top - 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf .,,Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 150.0 lbs BasetBack of Wall Soll = 0.0 it Axial Live Load = 250.0 lbs Wind on Exposed Stem = 0,0 psf at of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio - 0.300 Design Summary Stem Construction Top Stem Slem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.88 OK Wall Material Above"Ht" = Concrete Sliding = 1.70 OK Thickness in= 8.00 Rebar Size = # 5 Total Bearing Load = 3,257 lbs Rebar Spacing in= 18.00 ...resultant ecc. - 8.76 in Rebar Placed at = User Spec Design Data Soil Pressure Toe = 2,425 psf OK fb/FB+fa/Fa = 0.722 Soil Pressure @o Heel = 0 psf OK Total Force @ Section lbs= 1,344.0 Allowable = 2,500 psf Moment....Actual ft-I= 3,192.0 Soil Pressure Less Than Allowable AC1 Factored @ Toe = 2,984 psf Moment Allowable ft-I= 4,423.2 ACI Factored @.Heel = 0 psf Shear Actual psi= 22.4 Footing Shear @ Toe = 7.1 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 15.3 psi OK Wall Weight psi. 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.00 Sliding Cates (Vertical Component Used) Lap splice if above in= 23.40 Lateral Sliding Force - 1,050.0 lbs Lap splice if below in= 7.47 less 100%Passive Force = - 583.5 lbs Hook embed into footing in= 7.47 Concrete Data less 100%Friction Force - • 1,202.0Ibs Added Force R&M =. 0.0 lbs OK f c psi= 0,000.0 Fy psi= 60,000.0 ,,..for 1.5:1 Stability = 0.0 lbs OK Load Factors Dead Load 1,200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Iv11G11aei L.bcnemmer,F.E. Project Title: /9 2032 N Avenue,Unit A Engineer: Protect ID: Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed:27 Nov 2013,7:00AM Cantilevered Retaining Wall • File=c:\Users\Michael)DOCUME-11ENERCA-1i209A8A--1.EC6 zi ENERCALC INC.198 3-2013,Build:6.13.8.31,Vet:613.8.31ti %ia6o41140 „ a , ; liteliniatiCfNkiaggiESLUANSPIMMIWOMOTORMISA tl 1 ff. ; Description: 11'6"wall,6'unbalanced backfill Footing Dimensions&Strengths Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 2.25 Factored Pressure - 2,984 0 psf Total Footing Width = 3.25 Mu':Upward = 1,307 0 ft-lb Footing Thickness = 12,00 in Mu':Downward = 156 1,384 ft-lb Key Width = 0.00 in Mu: Design = 1,151 1,384 ft-lb Key Depth = 0.00 in Actual 1-Way Shear = 7.05 15.33 psi Key Distance from Toe = 0.00 ftAllow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 18,00 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 1,120.0 2.67 2,986.7 Soil Over Heel = 1,219.2 2.46 2,997.1 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure - -70.0 0.67 -46.7 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 150.0 1.33 200.0 Added Lateral Load = *Axial Live Load on Stem = 250.0 1.33 333.3 Load @ Stem Above Soil = Soil Over Toe = 0.50 Surcharge Over Toe = Stem Weight(s) = 1,150.0 1.33 1,533.3 Earth @ Stem Transitions = Total - 1,050.0 O.T.M. = 2,940.0 Footing Weight = 487.5 1.63 792.2 ResistinglOverturning Ratio = 1.88 Key Weight = Vertical Loads used for Soil Pressure= 3,256.7 lbs Veil.Component = 3.25 Total= 3,006.7 lbs R.M.= 5,522.6 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Michael L.Schemmer,P.E. Project Title: 0 2032 N Avenue,Unit A Engineer: Project ID: ;} Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed:27 NOV 2013,7:05AM File=c:\Users\Michael\O0CUME-1\ENERCA-1t209ABA-1.EC6 ��, Cantilevered Retaining WallENERCALC INC 19832013,Build:6.13,8.31,Ver:6.13.8.31 h s t- r +3 u 2. �.. i i`eJ f-'7ntiL'�? i 7F•} ^Y"'r 3'1 1"t t ra f }(s A v , �`y. �k�fK1t1��tJ�.Ol��19�"�,.�:��u��..,�. 'v�7 ;,, �;�,� .��-psuv .�n"�„ts�,;i��a��.�w�1.w ,�:>�� .`�ss,��Gl>i1�.� 1�s1�1T�� •° Description: 11'6"wall,8'unbalanced backlill Criteria Soil Data Calculations per ACI 318-05, ACI 530-05,IBC 2006, Retained Height = 9.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2007,ASCE 7-05 Wall height above soil = 2.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psflft Height of Soil over Toe = 12.00 in Toe Active Pressure = 35.0 psflft Water height over heel = 0.0 ft Passive Pressure = 389.0 psflft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 USED for Sliding Resistance. • Soil height to ignore USED for Overturning Resistance, for passive pressure = 10,00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load J Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe - 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = . 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 150.0 lbs at Back of Wall Axial Live Load - 250.0 lbs Wind on Exposed Stem = 0.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity - 0.0 in Design Summary Stem Construction Top Stem 2nd Stern OK Stem OK Walt Stability Ratios Design Height Above Ftg ft= 4.00 0,00 Overturning - 2.26 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.53 OK Thickness in= 8.00 8.00 Rebar Size = # 5 # 5 Total Bearing Load = 5,068 lbs Rebar Spacing in= 18.00 9.00 ...resultant ecc. - 10.24 in Rebar Placed at = User Spec User Spec Design Data Soil Pressure @ Toe = 2,221 psf OK fb/FB+fa/Fa = 0.264 0.810 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 700.0 2,240.0 Allowable - 2,500 psf Moment....Actual ft-I= 1,166.7 6,794.7 Soil Pressure Less Than Allowable ACI Factored @ Toe 2,708 psf Moment Allowable ft-I= 4,423.2 8,392.8 ACI Factored @ Heel = 0 psf Shear Actual Psi= 11.7 37.3 Footing Shear @ Toe = 11.6 psi OK Shear Allowable psi= 75.0 75.0 Footing Shear @ Heel = 34.0 psi OK Wall Weight psf= 100,0 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.00 5.00 Sliding Cain (Vertical Component Used) Lap splice if above in= 23.40 23.40 Lap splice if below in= 23.40 4.99 Lateral Sliding Force _ 1,680.0 lbs less 100%Passive Force = - 642.9 lbs Hook embedinto footing in= 23.40 4,99 Data less 100%Friction Force = - 1,920.0 lbs Concrete Added Force Req'd = 0.0 lbs OK f c psi= 2,500.0 0,000.0 ..,.for 1.5:1 Stability = 0.0 lbs OK Fy psi= 60,000.0 60,000.0 Load Factors Dead Load 1,200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 ,v„u„aG,L.Jcnemrner,r .t. Project Title: `j i 2032 N Avenue,Unit A Engineer: Project ID: Anacortes,WA 98221 Project Descr: (360)941-1607 mlspe.structures@yahoo.com Printed:27 NOV 2013.7:05AM Cantilevered Retaining Wall File=c:Iusers\MichaelloocuME1\ENERCA-1\2o9A8A-1.Ec6 '„ tf^` ENERCALC INC 1983-2013,Build:6.13.8.31,Ver.6.13.8 31 1 Description: 11'6"wall,8'unbalanced backfill Footing Dimensions&Strengths Footing Design Results Toe Width - 1.25 ft Toe Heel Heel Width = 3.50 Factored Pressure = 2,708 0 psf Total Footing Width = 4,75 Mu':Upward = 1,923 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 244 5,491 ft-lb Key Width = 0.00 in Mu: Design = 1,679 5,491 ft-lb Key Depth epth = 0.00 in Actual 1-Way Shear = 11,64 34.00 psi Key Distancefrom Toe = 0.00 ftAllow 1-Way Shear = 75.00 75,00 psi Toe Reinforcing = None Spec'd rc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 18.00 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2,00 @ Btm,= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: #4@ 11.75 in,#5@ 18.25 in,#6@ 25.75 in,#7@ 35.25 in,#8@ 46.25 in,#9@ 4 Key: No key defined Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure - 1,750.0 3.33 5,833.3 Soil Over Heel = 2,805.0 3.33 9,350.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure - -70.0 0.67 -46.7 Surcharge Over Heel = Surcharge Over Toe - Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 150.0 1.58 237,5 Added Lateral Load - *Axial Live Load on Stem = 250,0 1.58 395.8 Load @ Stem Above Soil = Soil Over Toe = 0.63 Surcharge Over Toe = Stem Weight(s) = 1,150.0 1.58 1,820.8 Earth @ Stern Transitions = Total = 1,680.0 O.T.M. = 5,786.7 Footing Weight = 712,5 2.38 1,692.2 Resisting/Overturning Ratio = 2.26 Key Weight = Vertical Loads used for Soil Pressure= 5,067.5 lbs Vert.Component = 4.75 Total= 4,817.5 lbs R.M.= 13,100.5 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Michael L.Schemmer,P.E. Project Title: ci (^ 2032 N Avenue,Unit A Engineer: Project ID: r1 4- Anacortes,WA 98221 Project Descr: (360)941-1607 mIspastructures@yahoo.com Printed:27 t1OV 2013,7:04AM Cantilevered Retaining Wall File=caUserslMicheellOOCUME-1IENERCA-11209A8A-1.EC6 to ENERCALC,INC.1983.2013,Build:6.13.8.31,Ver.6.13.8.31 - Description : 11'6'wall,10'unbalanced backfill Criteria Soil Data Calculations per ACI 318.05, ACI 530-05,IBC 2006, Retained Height = 11.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2007,ASCE 7-05 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 35.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 389.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Fig&Soil = 0.400 USED for Sliding Resistance. USED for Overturning Resistance. Soil height to ignore for passive pressure = 12,00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf lbs Used To Resist Sliding&OverturningP ...Height to Top = 0.00 ft AdjacenttingWidthd Load 0.000.0 ft 9 Footing - ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 150.0 lbs = 0.0 ft Axial Live Load = 250.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Design Summary L3tem Construction Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 4.00 0.00 Overturning = 2.04 OK Wall Material Above"Ht" = Concrete Concrete Sliding - 1.50 OK Thickness In= 8.00 8.00 Reber Size = # 5 # 6 Total Bearing Load = 6,481 lbs Rebar Spacing in= 17.25 8.00 ...resultant ecc. = 12.52 in Rebar Placed at = User Spec User Spec Design Data Soil Pressure @ Toe = 2,359 psf OK fb/FB+fa/Fa = 0.695 0.990 Soil Pressure @ Heel = 0 psf OK Total Force©Section lbs= 1,372.0 3,360,0 Allowable = 2,500 Moment....Actual ft-I= 3 201.3 Soil Pressure Less Than Allowable psf 12,413.3 ACI Factored @ Toe = 2,867 psf Moment Allowable ft-I= 4,605.2 12,537,0 ACI Factored @ Heel = 0 psf Shear Actual psi= 22.9 56.0 Footing Shear @ Toe = 14.1 psi OK Shear Allowable psi= 75.0 75.0 Footing Shear @ Heel = 32.2 psi OK Wall Weight psf= 100.0 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.00 5.00 Sliding Calcs (Vertical Component Used) Lap splice if above in= 23.40 28.08 Lateral Sliding Force = 2,566.7 lbs Lap splice if below in= 23.40 7.56 less 100%Passive Force = - 1,366.9 lbs Hook embed into footing in= 23.40 7,56 less 100%Friction Force = - 2,499.0 lbs Concrete Data Added Force Req'd = 0.0 lbs OK f'c psi= 2,500.0 2,500.0 ....for 1.5:1 Stability = 0.0 lbs OK Fy psi= 60,000.0 60,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Michael L,Schemmer,P.E. Project Title: < '2 2032 N Avenue,Unit A Engineer: Project ID: /-) Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Prinled:27 NOV 2013,7:0,AM Cantilevered Retaining Wall File=c:\Users\Michael\DOCUME-11ENERCA-11209A6A-1.EC6 d ENERCALC,INC.1983 2013,Build:6.13.8.31,Ver:6.13.8.31 -Jt s e5 " { 7�s i ,� •'`M%'a"Xr°s' S e-E:. . 61` r' fu.a - T I.IM-+_.' I��c'#..kUIJ'O.GD_.1.A74S� �:.�,.�� ^��'�� .na.n' ,. _ _ � � , t� y�F �4 4 -� s� Description: 11'6"wall,10'unbalanced backfill Footing Dimensions&Strengths Footing Design Results Toe Width = 2,00 ft Toe Heel Heel Width = 3.75 Factored Pressure = 2,867 0 psf Total Footing Width = 5.75 Mu':Upward = 5,038 0 ft-lb Footing Thickness = 16.00 in Mu':Downward = 744 8,043 ft-lb Width = 8.00 in Mu: Design = 4,294 8,043 ft-lb Key Key Width = 8.00 In Actual 1-Way Shear = 14.06 32.20 psi Key Distance from Toe = 2.00 Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 18.00 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: #4@ 8.25 in,#5@ 13,00 in,#6@ 18.25 in,#7@ 24.75 in,#8@ 32.75 In,#9@ 41 Key: #4@ 22,25 in,#5@ 34.50 in,#6@ 48.25 in,#7@ 48.25 in, Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 2,661.9 4.11 10,943.5 Soil Over Heel = 3,730.8 4.21 15,700.6 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -95.3 0,78 -74.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 150.0 2.33 350.0 Added Lateral Load = *Axial Live Load on Stem = 250.0 2.33 583.3 Load @ Stem Above Soil = Soil Over Toe = 1.00 Surcharge Over Toe = Stern Weight(s) = 1,150.0 2.33 2,683.3 Earth @ Stem Transitions = Total = 2,566.7 O.T,M. = 10,869.4 Footing Weight = 1,150.0 2.88 3,306.3 ResistinglOverturning Ratio = 2,04 Key Weight = 50.0 2.33 116.7 Vertical Loads used for Soil Pressure= 6,480,8 lbs Vert.Component = 5.75 Total= 6,230.8 lbs R.M.= 22,156.8 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Michael L.Schemmer,P.E, Project Title: { t l 2032 N Avenue,Unit A Engineer: Project ID: I i Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed:27 NOV 2013.7:02M.1 Cantilevered Retaining Wall File=c:lUsers1MichaeilDOCUME-11ENERCA-11209A8A-1.EC6 ''e ENERCALC,INC,1983.2013,Build:6.13.8.31.Ver.6.13.8.31 aj • • • Description: 13'6"wall,4'unbalanced backfill Criteria Soil Data Calculations per ACI 318.05, ACI 530.05,IBC 2006, Retained Height = 5.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2007,ASCE 7-05 Wall height above soil = 8.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psflft Height of Soil over Toe - 12.00 in Toe Active Pressure = 35.0 psflft Water height over heel - 0.0 ft Passive Pressure = 389,0 psflft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0,400 USED for Sliding Resistance, Soil height to ignore USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load _J 0.0= If Surcharge Over Heel = 0.0 psf Lateral Loadp Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe - 0.0 psf ...Height to Bottom - 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0,00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 150.0 lbs at Back of Wall Axial Live Load = 250.0 lbs Wind on Exposed Stem = 0.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.99 OK Wall Material Above"Ht" = Concrete Sliding = 2.59 OK Thickness in= 8.00 Rebar Size = # 5 Total Bearing Load = 2,417 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 4.81 in Rebar Placed at = User Spec Design Data Soil Pressure @ Toe = 2,688 psf NG fb1FB+falFa = 0.262 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 672.0 Allowable = 2,500 psf Moment,.,.Actual ft-I= 1,157,3 Soli Pressure Exceeds Allowable! ACI Factored @ Toe = 3,337 psf Moment Allowable ft-I= 4,423.2 ACI Factored @ Heel = 0 psf Shear Actual psi= 11.2 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 4.9 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd` in= 5.00 Sliding Calcs (Vertical Component Used) Lap splice if above in= 23.40 Lap splice if below in= 6.00 Lateral Sliding Force _ 560.0 lbs less 100%Passive Force = - 583.5 lbs Hook embedinto footing in= 6.00 Data less 100%Friction Force = - 866.0 lbs Concrete Added Force Req'd = 0.0 lbs OK fc psi= 0,000.0 ....for 1.5:1 Stability = 0.0 lbs OK Fy psi= 60,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 ivncnaet L.acnemmer,Kt. Project Title: 2032 N Avenue,Unit A Engineer: Project ID: Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed:27 NOV 2013,7:02AM Cantilevered Retaining Wall File EEc OCUME-11ENERCA-11209A8A-1,EC6 1,R NRcALC,INC.1983-2013,Build:6.13.8.31,Ver6.13.8.31 t li4 µaeN OM Sm y3 R ;P rnX 1H d7t, 'rl - �i 9 iip- "1 Description: 13'5 wall,4'unbalanced bacilli! Footing Dimensions&Strengths Footing Design Results Toe Width = 0.67 ft Toe Heel Heel Width = 1.33 Factored Pressure = 3,337 0 psf Total Footing Width = 2.00 Mu':Upward = 650 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 69 187 ft-lb = 0.00 in Mu: Design = 581 187 ft-lb Key Width Key Depth = 0.00 in Actual 1-Way Shear 0.00 4.91 psi y p Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe - 0.00 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 18.00 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2,00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S'Fr Key: No key defined Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING,,... Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure - 630.0 2.00 1,260.0 Soil Over Heel = 366.7 1.67 611.2 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure - -70.0 0,67 -46.7 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 150,0 1.00 150.1 Added Lateral Load - *Axial Live Load on Stem = 250.0 1.00 250.1 Load @ Stem Above Soil = Soil Over Toe = 0.33 Surcharge Over Toe = Stem Weight(s) = 1,350.0 1.00 1,350.5 Earth @ Stem Transitions = Total = 560.0 O.T.M. = 1,213.3 Footing Weight = 300,1 1.00 300.1 Resisting/Overturning Ratio = 1,99 Key Weight = Vertical Loads used for Soil Pressure= 2,416.7 lbs Vert.Component = 2.00 Total= 2,166.7 lbs R.M.= 2,411.8 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Michael L.Schemmer,P.E. Project Title: 2032 N Avenue,Unit A Engineer: Project ID: Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed:27 NOV 2013,7:01AM Cantilevered Retaining Waif File c:WserslMichael\DOCUME-11ENERCA-11209A8A--1.EC6 ENERCALC,INC.1983 2013,Build:6.13.8.31,Ver:6.13.8.31 1 y�- Y 3°x.'k� r --•- 7r+rr;!...;,x Fv �_TP'i�^�^,<'�i., .s � - .r- � - - fl' 10110 ,,KW 000.p�4��;;y' .Y>..�';E`,:� :��k v�M ` �liMMOR u s a `MINA ' 'ka'`• f3.c;'QT�$e: I]Od t�l elWt*', i'a=ts��`�1 a Description: 13'6°wall,6'unbalanced back8ll Criteria Soil Data Calculations per ACI 318.05, ACI530.05,IBC 2006, Retained Height = 7.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2007,ASCE 7.05 Wall height above soil = 6,50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 35.0 psf/ft Water height over heel - 0.0 ft Passive Pressure = 389.0 psfift Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0,00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 USED for Sliding Resistance. Soil height to ignore USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Lateral Load = 0.0 If Surcharge Over Heel = 0.0 psf p Adjacent Footing Load - 0.0 lbs Used To Resist Sliding&Overturning ..,Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0,0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Flg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil 0.0 ft Axial Dead Load 150.0 lbs at Back of Wall - Axial Live Load = 250.0 lbs Wind on Exposed Stem = 0.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0,0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.98 OK Wall Material Above"Ht" = Concrete Sliding = 1,70 OK Thickness in= 8.00 Rebar Size = # 5 Total Bearing Load = 3,264 lbs Rebar Spacing in= 18.00 ...resultant ecc. = 7.46 in Rebar Placed at = User Spec Design Data Soil Pressure @ Toe = 2,169 psf OK fb/FB+fa/Fa = 0.722 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,344.0 Allowable - 2,500 psf Moment....Actual ft-I= 3,192.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,669 psf Moment Allowable ft-I= 4,423.2 ACI Factored @ Heel = 0 psf Shear Actual psi= 22.4 Footing Shear @ Toe = 11.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 12.9 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.00 Sliding Calcs (Vertical Component Used) Lap splice if above in= 23.40 Lateral Sliding Force = 1,050,0 lbs Hookap embedsplb if intonow in= 7.47 less 100%Passive Force = - 583.5 lbs Concrete Data footing in= 7.47 less 100%Friction Force = - 1,206,0 lbs Added Force Req'd = 0.0 ibs OK fc psi= 0,000.0 Fy psi= 60,000.0 ....for 1.5:1 Stability = 0.0 lbs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Project Title: r1�� 2032 N Avenue,Unit A Engineer: Project ID: ' i Anacottes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo,com Printed;27I4OV 2013,7:01,j Cantilevered Retaining Wall File= Usets\Michael\DOCUME-11ENERCA-11209A8A-1.EC6 L[cE;#: 1N 061?1 ; t `Y�aa' r f<w' "i°��< {R ,.sty"'T�u `tea i+ ;r: ENERCALC INC.1983 2013,Build:6.13 8.31,Ver:6.13.8.31 `I ..f+r,.._.v7`ha.�.kf.c .b � +t ,,"F`,�� `�, :��`3C �. .Err ,fij J }�1(� `�..".7 '��/ L,^�,i E- ,C 3�i �(l�s, ,[�c,'Sl� �rt� iY 7.r .��%�'-��i�-�.�::�/�.Y'^�'b��i��.AM4`[..$F£�t.'•'�'�Y��,�!'.?�Ad-,��a-�Fs i.�!1*�}G.. Description: 13'6"wall,6 unbalanced backfill �' Footing Dimensions&Strengths Footing Design Results Toe Width = 1.25 ft Toe Heel Heel Width = 2.00 Factored Pressure = 2,669 0 psf Total Footing Width = 3.25 Mu':Upward = 1,796 0 ft-lb Footing Thickness - 12.00 in Mu':Downward = 244 981 ft-lb Key Width = 0.00 in Mu: Design = 1,553 981 ft-lb Key Depth = 0.00 in Actual 1-Way Shear = 11,01 12.91 psi Key Distance horn Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 18,00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 of 18,00 in Min,As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning&Resisting Forces&Moments J OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft • ft-lb Heel Active Pressure = 1,120.0 2.67 2,986.7 Soil Over Heel = 1,026,7 2.58 2,652.2 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -70.0 0.67 -46.7 Surcharge Over Heel Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 150.0 1.58 237.5 Added Lateral Load = *Axial Live Load on Stem = 250,0 1.58 395.8 Load @ Stem Above Soil = Soil Over Toe = 0.63 Surcharge Over Toe = Stem Weight(s) = 1,350.0 1,58 2,137.5 Earth @ Stem Transitions = Total = 1,050.0 O.T,M. = 2,940.0 Footing Weight = 487.5 1.63 792.2 Resisting/Overturning Ratio = 1,98 Key Weight Vertical Loads used for Soil Pressure= 3,264.2 lbs Vert.Component = 3.25 Total= 3,014.2 lbs R.M.= 5,819.4 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Michael L.Schemmer,P.E. Project Title: rj -. 2032 N Arenue,Unit A Engineer: Project ID: G L Anacortes,WA 98221 Project Descr: (360)941-1607 mIspe.structures@yahoo.com eFdnled:27 NOV 2013,7:30AM Cantilevered RetainingWall File=c:lUserslM!chaeilDOCUME-11ElNERCA-11209A8A-1.EC6 .. YV. ENERCALC,INC.1983.2013,Build:6.13.8.31,Ver:6.13.8.31 r :' ':5.:-r' '�<C 2 ) a'r it ti> .':q,6�'' .:�:"•t 13 r?ti- zt';- ;i_r'.eF'ei:4 7 ir',r :;tis yF,;,s+ph4y:.'[j. -5')er,. v 4� Y LAC.a�!;iK1fll-0fiA,1D,Tf}5sii;F��;n!'E:v3,.<,�rh?e.:;;ran_:.�:"�.'xi�.xre'`��t'_l'F.�.?� _s':�;�rd�,�s[�sras:'`-��i�>��§��...�.t..l^.a.,,:Fa;9,r'.�.i��%h"tr:r;��Fs�r,�er�,�,7.c"�041S�,P��`�e`�J,C.11�i�14 -��'t'$.''.�.�I.11�l��i Description: 13'6"wall,8'unbalanced backfill Criteria Soil Data Calculations per ACI 318-05, ACI530.05,IBC 2006, Retained Height = 9.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2007,ASCE 7.05 Wall height above soil = 4,50 ft Equivalent Fluid Pressure Method Slope Behind Wall - 0,00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 35,0 psf/it Water height over heel = 0.0 ft Passive Pressure = 389.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 USED for Sliding Resistance. Soil height to ignore USED for Overturning Resistance, for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Lateral Load = 0.0 plf Adjacent FootingLoad = 0.0 lbs Surcharge Over Heel = 0.0 psf 1 Used To Resist Sliding&Overturning ..,Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0,0 ft Axial Dead Load = 150.0 lbs at Back of Wall Axial Live Load = 250.0 lbs Wind on Exposed Stem = 0.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem end Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 4.00 0.00 Overturning = 2.20 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.67 OK Thickness in= 8.00 8.00 Rebar Size = # 5 # 5 Total Bearing Load = 5,505 lbs Rebar Spacing in= 18.00 9.00 ...resultant ecc, = 11.03 in Rebar Placed at = User Spec User Spec Design Data Soil Pressure @ Toe = 2,521 psf NG fb/FB+falFa = 0.264 0.810 Soil Pressure @ Heel - 0 psf OK Total Force @ Section lbs= 700.0 2,240.0 Allowable 2,500 psf Moment,...Actual ft-I= 1,166.7 6,794.7 Soil Pressure Exceeds Allowable! ACI Factored @ Toe = 3,071 psf Moment Allowable ft-I= 4,423.2 8,392.8 ACI Factored @ Heel = 0 psf Shear Actual psi= 11.7 37.3 Footing Shear @ Toe - 3.6 psi OK Shear Allowable psi= 75,0 75.0 Footing Shear @ Heel = 25.0 psi OK Wall Weight psf= 100.0 100.0 Allowable - 75.0 psi Rebar Depth 'd' in= 5.00 5.00 Sliding Calcs (Vertical Component Used) Lap splice if above in= 23.40 23.40 Lateral Sliding Force = 1,773.3 lbs ap splice if intonow in= 23.40 8.31 e Hook embed less 100%Passive Force = • 864.4 lbs bed footing in= 23.40 8.31 Concrete Data less 100%Friction Force = - 2,100.0 lbs = 0.0 lbs OK f e psi= 0,000.0 2,500.0 Added Force Req'd Fy psi= 60,000.0 60,000.0 .,.,for 1.5:1 Stability - 0.0 lbs OK Load Factors Dead Load 1,200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Project Title: '•'4el 2032 N Avenue,Unit A Engineer: Project ID: 7 Anacodes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed:27 NOV 2013.7:30AM Cantilevered Retaining Wail File=c:\Users\Mlchael1DOCUME-11ENERCA--112o9A8A-1.EC6 i Lt /fix yt ,�y r, ENERCALC,INC.1983 2013,Build:6.13.8.31,Ver6.13.8.31 e..# KM.6-0-U1 S'l 5 �'a tl,.�,+s 'I; r� w t. .x R ; r, re �s .,.ia� U ?r x�b4 4�...zxa: 1g: f.4,c .Yt 2 ) a?k?.s�zt±�CF_ ?,i ��i�'a $0 �MJCIIftIM'1� Description: 13'6"wall,8'unbalanced backrill ` Footing Dimensions&Strengths Footing Design Results Toe Width = 1.25 ft Toe Heel Heel Width = 3.50 Factored Pressure = 3,071 0 psf Total Footing Width = 4.75 Mu':Upward = 2,170 0 ft-lb Footing Thickness = 16.00 in Mu':Downward = 291 5,732 ft-lb Key Width = 0.00 in Mu: Design = 1,879 5,732 ft-lb Key Depth = 0.00 in Actual 1-Way Shear = 3.59 24.98 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 18.00 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<5*Fr Heel: #4@ 8.25 in,#5@ 13,00 in,#6@ 18.25 in,#7@ 24.75 in,#8@ 32.75 in,#9@ 41 Key: No key defined Summary of Overturning&Resisting Forces&Moments OVERTURNING .....RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 1,868.6 3.44 6,436.3 Soil Over Heel = 2,805,0 3.33 9,350.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -95.3 0.78 -74.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 150.0 1.58 237.5 Added Lateral Load = *Axial Live Load on Stem = 250.0 1.58 395.8 Load @ Stem Above Soil = Soil Over Toe = 0.63 Surcharge Over Toe • Stem Weight(s) = 1,350.0 1.58 2,137.5 Earth @ Stem Transitions = Total = 1,773.3 O.T.M. = 6,362,2 Footing Weight = 950.0 2.38 2,256.3 Resisting/Overturning Ratio = 2.20 Key Weight = Vertical Loads used for Soil Pressure= 5,505.0 lbs Vert.Component = 4.75 Total= 5,255.0 lbs R.M.= 13,981.3 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Michael L.Schemmer,P.E. Project Title: `--, 2032 N Avenue,Unit A Engineer: Project ID: `) U Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed:27 NOV 2013,7:01AM =c:\Users\Michae11D0CUME-11ENERCA-11209A8A-1.EC6 Cantilevered Retaining Wall File ENERCALC,INC.1983-2013,Bulld:6.13.8.31,.Ver:6.13.8,31 'I lrat \ ASY01..0 (51 a a .f~x t tt tta li.L: Y4k tYT / f lla frT! Mi��Till.l Q13S0. ?.l,!00 ' ��. Description: 13'6"wall,10'unbalanced backfill Criteria Soil Data Calculations per ACt 318-05, ACI 530-05,IBC 2006, Retained Height - 11.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2007,ASCE 7-05 Wall height above soil = 2.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe - 12.00 in Toe Active Pressure = 35.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 389.0 psilft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe - 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Fig&Soil = 0.400 USED for Sliding Resistance. Soil height to ignore USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0,0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ,,.Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe - 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base AbovelBelow Soil _ 0.0 ft Axial Dead Load = 150.0 lbs at Back of Wall - Axial Live Load = 250.0 lbs Wind on Exposed Stem = 0.0 psf Poisson's Ratio - 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem end Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 4.00 0.00 Overturning - 2,08 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.53 OK Thickness in= 8.00 8,00 Rebar Size = # 5 # 6 Total Bearing Load - 6,681 lbs Rebar Spacing in= 16.00 8.00 ...resultant ecc. = 12.34 in Rebar Placed at = User Spec User Spec Design Data Soil Pressure @ Toe = 2,412 psf OK fb/FB+falFa = 0.647 0.990 Soil Pressure @ Heel - 0 psf OK Total Force @ Section lbs= 1,372.0 3,360.0 Allowable = 2,500 psf Moment...,Actual ft-I= 3,201.3 12,413.3 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,930 psf Moment Allowable ft-I= 4,944.2 12,537.0 ACI Factored @ Heel = 0 psf Shear Actual psi= 22.9 56.0 Footing Shear @ Toe - 14.4 psi OK Shear Allowable psi= 75.0 75.0 Footing Shear @ Heel = 32.2 psi OK Wall Weight psf= 100.0 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 5.00 5.00 Sliding Calcs (Vertical Component Used) Lap splice if above in= 23.40 28.08 Lateral Sliding Force H 2,566,7 lbs ap splice if inton in= 23.40 7.46 less 100%Passive Force = • 1,366.9 lbs Hookk embedow footing in= 23.40 7.46 less 100%Friction Force = - 2,570.0 lbs Concrete Data = 0,0 lbs OK psi= 2,500.0 2,500.0 Added Force Req'd Fy psi= 60,000.0 60,000.0 ....for 1.5:1 Stability = 0.0 lbs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 IVIILI Itlel L.Ocneinmer,e.t. Project Title: 2032 N Avenue,Unit A Engineer: Project ID: , Anacortes,WA 98221 Project Descr: (360)941-1607 mIspe.structures@yahoo.com Printed:27 NOV 2013,7:01A1,1 Cantilevered RetainingWall File=C:Wsers\MlChaetIOOCUME-11ENERCA 1\209ABA 1.EC6 t ENERCALC,INC.1983.2013,Build:6.13.6.31,Ver.6,13.8,31 Description: 13'6'wall,10'unbalanced backfill Footing Dimensions&Strengths Footing Design Results Toe Width = 2.00 ft Toe Heel Heel Width = 3.75 Factored Pressure = 2,930 0 psf Total Footing Width = 5.75 Mu':Upward = 5,155 0 ft-lb Footing Thickness = 16,00 in Mu':Downward = 744 8,043 ft-lb Mu: Design = 4,411 8,043 ft-lb Key Width = 8,00 in Actual 1-Way Shear = 14.44 32.20 psi Key Depth = 6.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 18.00 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: #4@ 8.25 in,#5@ 13.00 in,#6@ 18,25 in,#7@ 24.75 in,#8@ 32.75 in,#9@ 41 Key: #4@ 22.25 in,#5@ 34.50 in,#6@ 48.25 in,#7@ 48.25 in, Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 2,661.9 4.11 10,943.5 Soil Over Heel = 3,730.8 4.21 15,700.6 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -95.3 0.78 -74,1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 150.0 2.33 350.0 Added Lateral Load = *Axial Live Load on Stem = 250.0 2.33 583.3 Load @ Stem Above Soil = Soil Over Toe = 1.00 Surcharge Over Toe = Stem Weight(s) = 1,350.0 2.33 3,150.0 Earth @ Stem Transitions = Total = 2,566.7 O.T.M. = 10,869.4 Footing Weight = 1,150.0 2.88 3,306.3 ResistinglOverturning Ratio = 2,08 Key Weight = 50.0 2.33 116.7 Vertical Loads used for Soil Pressure= 6,680.8 lbs Vert.Component = 5.75 Total= 6,430.8 lbs R.M.= 22,623.5 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. wu.ndui L.ocnemmer,V.b.. Project Title: -a I 2032 N Avenue,Unit A Engineer: Project ID: _) -r Anacortes,WA 98221 Project Descr: (360)941-1607 mIspe.structures@yahoo.com Printed:27 NOV 2013,6:59AM File=c:\Users\Michael\DOCUME--1\ENERCA-1\209A8A-1.EC6 Cantilevered Retaining Wail qj ENERCALC INC.19832013.Buil.d:6.13.8.31,Ver 613 8 31 1 :L #.KW O6 014145MM/:. i .s - >I SM ` i , ASAMIV.e104101100dbe1,i Dr,s.7` Description: 13'6"wall,12'unbalanced backt'ill Criteria Soil Data Calculations perACl 318-05, ACI530.05,IBC 2006, Retained Height = 13.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2007,ASCE 7.05 Wall height above soil = 0,50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0,00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 35.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 389.0 psf/it Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 USED for Sliding Resistance. Soil height to ignore USED for Overturning Resistance. for passive pressure = 12,00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load J Surcharge Over Heel = 0.0 psi Lateral Load - 0.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist - 0.00 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 150.0 lbs Base elaw Soil = 0,0 ft Axial Live Load = 250.0 ibs Wind on Exposed Stem = 0.0 psf at Baackck o of f Wall - Axial Load Eccentricity = 0.0 in Poisson's Ratio - 0.300 Design Summary Stem Construction Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 4.00 0.00 Overturning - 2.21 OK Wall Material Above"Ht° = Concrete Concrete Sliding = 1.55 OK Thickness in= 10.00 10.00 Rebar Size = # 5 # 7 lotal Bearing Load = 8,856 lbs Rebar Spacing in= 8.00 8.00 ,,.resultant ecc. = 13.08 in Rebar Placed at = User Spec User Spec Design Data Soil Pressure @ Toe = 2,447 psf OK fb/FB+fa/Fa = 0.504 0.852 Soil Pressure @ Heel = 83 psf OK Total Force @ Section lbs= 2,268.0 4,704,0 Allowable = 2,500 psf Moment....Actual ft-I= 6,804.0 20,496,0 Soil Pressure Less Than Allowable AC1 Factored @Toe - 2,964 psf Moment Allowable ft-1= 13,499.3 24,048.9 ACI Factored @ Heel - 100 psf Shear Actual psi= 27.0 56.0 Footing Shear @ Toe = 21.9 psi OK Shear Allowable psi= 75.0 75.0 Footing Shear @ Heel = 44.3 psi OK Wail Weight psf= 125.0 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 7.00 7,00 Sliding Cafes (Vertical Component Used) Lap splice if above in= 23.40 41.16 Lateral Sliding Force = 3,600.0 lbs Lap splice if below In= 23.40 7.29 less 100%Passive Force = - 1,966.6 lbs Hook embed into footing in= 23.40 7.29 less 100%Friction Force = - 3,449.0 lbs Concrete Data Added Force Req'd = 0.0 lbs OK fc psi= 2,500.0 2,500.0 ....for 1.5:1 Stability = 0.0 lbs OK Fy psi= 60,000.0 60,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 ivuuuaci L.oui miner,r.t. Project Title: ,--) 2032 N Avenue,Unit A Engineer: Project ID: : 3 Anacortes,WA 98221 Project Descr: (360)941-1607 mispe.structures@yahoo.com Printed:27 NOV 2013,6:59AM Cantilevered Retainin Wall File=caUsers 1Michae0DOCUME-1\ENERCA-11209A8A-1.EC6 g ENERCALC,INC.1983-2013,Build:6.13,8.31,Ver:6.13.8.31 . i E G�`roc i�y6.gys r s;zs;,rr• ? 7 S M i z Y �2>�'i A i �.� � a� �t�.�^::� fl u`�f,., r �' �' � =;, f=c eery c �..�_N,....p� r• 4. ,. r sue.MT � �7?_rar4'. "�;,�`n`i�s��,�".t �.z'4��1, �}'�t��.t:�' �C1�S,l� � �C♦1��.�'�a��_._.[�. t#firl.e�r,. Description: 13'6"wall,12'unbalanced backfill Footing Dimensions&Strengths Footing Design Results Toe Width - 2.50 ft Toe Heel Heel Width = 4.50 Factored Pressure = 2,964 100 psf Total Footing Width = 7.00 Mu':Upward = 8,198 0 ft-lb Footing Thickness = 16.00 in Mu':Downward = 1,163 13,149 ft-lb Key Width = 10.00 in Mu: Design = 7,036 13,149 ft-lb Key Depth - 10.00 in Actual 1-Way Shear = 21.88 44.27 psi KeyDistanceepthfrom Toe - 2,50 in Allow 1-Way Shear75.00 75.00 psi Toe Reinforcing = #5 @ 12.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 18,00 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Sim.= 3.00 in Toe: #4@ 9.00 in,#5@ 14.00 in,#6@ 19.75 in,#7@ 26.75 in,#8@ 35.25 in,#9@ 44 Heel: #4@ 8,25 in,#5@ 12.75 in,#6@ 18,00 in,#7@ 24.75 in,#8@ 32.50 in,#9@ 41 Key: #4@ 16.00 in,#5@ 24,75 in,#6@ 35.00 in,#7@ 47.75 in, Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING...., Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 3,595.3 4.78 17,177.4 Soil Over Heel = 5,243.3 5.17 27,090.6 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure - -95.3 0.78 -74.1 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 150,0 2.92 437.5 Added Lateral Load = *Axial Live Load on Stem = 250.0 2.92 729.2 Load @ Stem Above Soil = Soil Over Toe = 1.25 Surcharge Over Toe = Stem Weight(s) = 1,687.5 2.92 4,921.9 Earth @ Stem Transitions = Total = 3,500.0 O.T.M. = 17,103.3 Footing Weight = 1,400.0 3,50 4,900.0 Resisting/Overturning Ratio = 2.21 Key Weight = 125.0 2.92 364.6 Vertical Loads used for Soil Pressure= 8,655.8 lbs Vert.Component = 7,00 Total= 8,605.8 lbs R.M.= 37,714.5 "Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. 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' , ' • iPI 72 i' A:( Fl/tli6F- 'Fi'VK 1 ' --.1-- -, — --.... /OIL- ..,„ ) :, „ ,. ____. c 4-b (c 4 Dt.o.ei.-_-) i . .. : . . .--\\ -1- : ! .•1 , --,- /lik ,,,,,J.• (,.9 4-(pvr ..eeT,: ...:,),-. .•- , ..... % - -,---tr "":".•,.1 ••14. „li..,:._-_• --------•-,.--,,------.. •r„......,,........., 11 / I / L_ 11 - ('''' . • fi'4 190LF- reet'&1_,,,, ,, --- /-_; •.........:_........„ . .a.. - /4 „.._).... 0 • .. . . . . . . . • Michael L. Schemmer,P.E. 2032 N Avenue,Unit A • Anacortes;WA 98221 (360) 941-1607 nilspe.structures@yahoo.com 1Viic:HAEL L. ScHEmmER, P.E. , 7)(itg-iii. tAi il i (0 Fe:c-ii r-6,41.(42 ,,,ii, l,p101.- • - . • - , 4 e•KiA-1 CP 1 l r,\ it ii . I ,i'/6 .)tY:: • — v:6 „nz:), c-i- "Z•71-4-4,, a ' :'Ir --------\ - I t‘l. 6 a --... ' - i 7, 1 i s ,..... • 1) 75 i i , L.---1 i — . ,4--- ------, Ol 4t --f- ,. -L,----(-----___ 1-i-4 ,....,..) I _ . \----= . I , 4-----------___, 1.0 4- eCATI- ''-'-‘,.. ---- 1 1 1- ::: Z500 •-t- ' ri-, , PET/4,4 L Michael L. 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Schemmer,P.E. 2032 N Avenue,Unit A Ar.rtes,WA 98221 (360) 941-1607 ' mispe.structures@yahoo:com 20 WEST COAST ENGINEERS, Inc. 15Mount Ver on WA 98273 Structural and Civil Engineering Phone: (360)424-3404 Fax: (360)424-2063 Gravity And Lateral Analysis, for C: Portalis Duplex Located at: Portalis, Anacortes, WA 110\ For: Allan Schroeder ji°\\ WCE Job Number: 620-16 NPG00 May 4, 2016 G<(•l KALL6 cy wasNi -940,;{/r o cO '7' 27104 9 wW EXPIRES 9/19/2017 INDEX: Design Sketches. Pages SK1 -SK21 Structural Tables. Pages T1 -T3 Standard Specifications. Pages B- H Calculations. Lateral Analysis Pages L1 - L14 Gravity Design and Analysis Pages G1 -G36 Total Number of pages excluding cover sheet: 81. Notes, Disclaimers: • West Coast Engineers (WCE)takes no responsibility for items not specifically addressed within this report set. • This report is valid only for the specific project shown above and herein. Further, this report is valid only if it is stapled or otherwise bound as it originally left this office, and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used(excluding authorized, stamped addendums). • The calculations shown herein, if any, do not necessarily include all possible calculations that could be performed for this project. For example: certain items may be designed by inspection; only the worst case loading scenarios may be included; etc. 620-16 Portalis-Duplex Strl Specs 5-9 16.doc Page A 3 Ct' et--1 -- Pad Footings - m . - 6Y•0• . • West Coast Footing Size12 Min distance Footing Footing top t below exist g Column4 . . n. _ Egr. FootingI .._. ,9 (length x width x bottom rebar rebar(2" � �- . ...• . . . . grade to bottom connection Info. height) in. of footing (3" cover) cover) } �F— (4) 1#4's Ea. Per Column , Ft 24"x 24"x 8" Det M Way Above i 6 ' F3 36"x 36"x f 2" Na -integral w/ (6) #4's Ea. Per Column V j: i H Cont. footing Way Above C « « :s Bea • upporl Piers Beam suppo Piero • (g, . -ee Structural See Structur: Footnote 1 Footings are to be centered under the centerline of the column. • �� to }44} �, r Footnote 2 Concrete strength = 2,500 psi. Rebar Grade =40 unless specifically noted otherwise. ' f_ Assumed basic bearing capacity of soils = 2,000 psf " U 1 '1 I ,-.} l-, raj I Footnote 3 If nothing is specified, default is Simpson PB or ABU style connector. - 1 LET- C. j /�n r 1 VJ� p('[� u•ay.- I1, I GZ �- CZ i v Continuous Footings s i=S_ -J Z. J1 . 1 1 . -or., 61 it. S" Min distance West Coast Footing Footing top p • Footing Size1'2 below exist'g Additional F-bottomrebar tt . g (wdthxheight) inrade tobottomFootnoes > Ie I f ftinft Cr1 1 „ r x cc Z I Per Local Bldg. ♦e I I E CF1 16"x 8" Dept. (2) #4 Cont. - a __ �{'�. _. _ - = :. a e ! J d/G T .E __!_! Per Local Bldg. a d CF2 16"x 8" Dept. g (2) #4 Cont. - b T• I ) 1"' Lf~ -_ 77 —i r , w26•� . v 1 CF3 20"x 8" Ne (3) #4 Cont. Det. C ^j p cr Il_ --- -- ! CF3a 18"x 8" Na (3) #4 coot. - Det. D T— r ,. — — _ — �, �� • i -- .> 1 �. IZu OG CF4 16"x 10" n/a (3) #4 cont. - Del. G ;`L __GHQ - � . t IL. - k -L..... %�� I I Crtirs3 CF5 16"x 8" n/a ,(�IL 1.r �- (2) #4 cont. - Det, H 1--- - - -1 I t1-I , I N 1-i• `a i ' I /mil I N. i. I - CF6 12"x 6" n/a (2) #4 Cont. - Det. K o O� _ r 1 CF7 l• •, ' Fl16"x8" Na (2) tt4Cont. Bet. E+F i M1. H II J_ HL-------- ---' 1 - -- I _ }J J CF8 9'-4"basement cantilever retaining wall per Det. I and la c t, a. ,.,e. ,.e• + • CF9 8'-4"basement cantilever retaining wall per Det. L, max. retaining - height is 6ft. Footnote 1 Footings are to be centered under the centerline of the stem wall. It `- 1 Footnote 2 Concrete strength = 2,500 psi. Rebar Grade = 40. Assumed basic bearing capacity of 1,1 3 • soils = 2,000 psf 1y. 8" stem (footing)wall min. 24" tall with (2)#4 rebars at top at the holdown location •. V es Footnote a extend min. 5ft. each way from a holdown, otherwise (1) #4 cont., #4 @18" oc vertically �i}- I Ol}U DAT 1 OL l /�f-1 and #4 @ 16" oc horiz. See Det. A, B and B alt. • V �� - �� }T•rl `E? �D�� M 1� 6" stem (footing) wall min. 24"tall with (2)#4 rebars at top at the holdown location Fog rg-t� C) W I`^ Footnote b extend min. 5ft. each way from a holdown, otherwise (1) #4 cont., #4 @18" oc vertically PIeii De?�i 5 I . 17L-At .. 7 and #4 @ 16 oc horiz. See Det. J. i �I��1- � -- Basement retaining wall shall be backfill full height after basement slab is in place, and I 4� g- aiii Footnote c before main framed floor is constructed. It is OK to backfill wall half way(up to 5ft I L r -, 1 height) duringconstruction, however, footingshall bepoured in undisturbed soil or 12" t 9 ) m'.e zn•e' 6'•e deep footing keyway shall be excavated before pouring concrete. 1 sr•0- WEST COAST ENGINEERS, Inc. 1520 Parker Way #G, Mount Vernon,WA 98273 Phone: (360) 424-3404, Fax: (360)424-2063 Basement Floor Shear Wall Types (Assuming Douglas Fir Framing) Min. Nail size' Edge I Field Sole Plate; 16d Framing at Allowable shear West Coast Egr. thickness Sheathing on Edges g Stud spacing, (common or Nailing Nails. Adjoining Panel (per ANSI/AF&PA Shear Wall Typeand Typeof One or Both Blocked or 1-112" Min. Edges and Sill SDPWS-2008 Table Sides Unblocked maximum galvanized Distance, g Sheathing' box) Maximum Embed.' Plate 4.3A- D) 4 y ? r . PW3 7/16" Ply One Blocked 16"or 24"OC 8d 4"/ 12"OC 4 in. OC 1.5 in. Wind-490 pll. Seis- 350 pif. Wind-685 pif. p PW6 7/16" Ply One Blocked 16"OC 8d 3"/ 12"OC 3 in. OC 2.5 in. Seis -490 pif. GW5 1/2"Gyp One Blocked 16"OC coolers or 7"/7"OC 8 in. OC 1.5 in. Wind- 125 pIF. screws Seis - 125 pif. GW11 WE"Gyp One Blocked 16"OC 6d coolers or 7"/7"OC 8 in. OC 1.5 in. Wind - 145 pit. screws Seis- 145 pif. Footnote 1 Ply = CDX, C-C, or C-D plywood. OSB of similar thickness and span rating may be substituted for plywood. Ply and OSB are assumed to be nailed directly to the face of the stud. All nails are common wire nails 8d (0.131" Dia. x 2.5"), 10d (0.148" Dia. x 3"), 16d (0.162" Dia. x 3.5"), or box galvanized nails 8d (0.113"x2.5"), 10d (0.128"x3"). Minimum sizes of all cooler nails: 5d (0.120" x 1.5"), 6d (0.120" Dia. x 1.75"). Footnote 2 3x required panel edge framing may be substitued with two 2x studs nailed together with 16d common wire nails spaced at the spacing required for panel edge nailing. For clarification see ANSI /AF&PA SDPWS -2008, chapter 4.3.7.4_ a a-r I Line of floor above j. ---r I C 1, e 17 1 iii." A ,m04 CANTI EVE • r nr r i i4 ►� � —� C. au 27• f Er eld e1 `� o MALL w i CI 3 E=r P � h / d g > t i m Itill r? I ` Iu1Ai� . -. s . w ctit 3r 1, Z. • - 1 c E a ps _.; r . a u'i t -‘ mcn o as i _.— .)L I jj —C o N U ; U 0 : cof 8 t;� A3 lW9 I r� 0 t �' iiC I c1\ -itS •� `I,i Huir, r W6 - ) • lJ ' ci It" 1 s 0 f,. i (... r-751.3 ,..4 ci IL i d I 1 ...T—F mac :::.-^-'^ Z:rsr��- - - --r"- •.,y+Ys," „r ,,, / rn F _�II` �y I Q F�q, (z � w1 .Ne` �� Wt�- ��:. ../4„,,e,„ Ti r if�' I L- ft i W fit"` `. FN ' o N 0 ® X ,may l ' p C. . cf, , it �0.. . .` .\ SI y' C Z y 1« ® 4' CANTILEVER r) li {� cri < (� Line of Moor above PO l — lc = p 1 1 N A to N m g V W w • Main Floor Shear Wall Types (Assuming Douglas Fir Framing) Min. Nail size' Edge / Field Sole Plate; 16d Framing at Allowable shear Sheathing on Edges West Coast Egr. thickness Stud spacing, (common or Nailing Nails. Adjoining Panel (per ANSI!AF&PA Shear Wall Type and Type of One or Both Blocked or maximum galvanized Distance, 1-1/2" Min. Edges and Sill SDPWS-2008 Table Sides Unblocked 1 Sheathing' box) Maximum Embed. Plate 4.3A- 0) .i .i • < i PW2 7/16"Ply One Blocked 16" OC 8d 6"/12"OC 5 in. OC 1.5 in. Wind- 364 plf. Sels - 260 plf. a a a • e PW3 7/16" Ply One Blocked 16"or 24"OC 8d 4"/12"OC 4 in. OC 1.5 in. Wind-490 plf. Seis-350 plf. GW5 1/2"Gyp One Blocked 16"OC coolers or 7"/7"OC 8 in. OC 1.5 in. Wind - 125 plf. screws • t Seis- 125 plf. * If • Footnote 1 Ply = CDX, C-C, or C-D plywood. OSB of similar thickness and span rating may be substituted for plywood. Ply and OSB are assumed to be nailed directly to the face of the stud. All nails are common wire nails 8d (0.131" Dia. x 2.5"), 10d (0.148" Dia. x 3"), 16d (0.162" Dia. x 3.5"), or box galvanized nails 8d (0.113"x2.5"), 10d (0.128"x3"). Minimum sizes of all cooler nails: 5d (0.120" x 1.5"), 6d (0.120" Dia. x 1.75"). 43 -1SZ _. c-ni- i93 (1\ i _% ;-; -e 4 - 7t ri -1:1 Z. O `\ 3 • ' _- 13-000' N :-o-,'.vr-o-r-CT z-o- •-• • ` i _ _ . s4-1 11 z -4 .� ,;�ram— ENE F.P. Al .1`I -o-=-�I� A. j. U @ �� m = T N u1 ; r- III -"gill _ Illallip.... •4 O 7 0 i 9. Jr A 101 ' x_ I� :J A10 ` yes y r- A- —1 r a , N 7 � I0 J ® 0 r Jt -� MA iJ . Yg - 1-- . �► IU , •sIA IBS._ I a Dal E S 1311 !!!�' m 45) tt W o1.1 x@ t S OHM _ mNZ n N N Pcliiii. im„a-s EV- 0 r'n a 'Deli 6 () : B. °:°)- R— ritawara . 8 __icy ocn 0 i gm 1 g ..-1 ir ...il IIM ; �rn Q1 l , C ,li' , U IMIi Ita 17 t� 5/:"Type XGypsum : •any �u1lr■Wali�r >•1��r� ll��t '�� lNN.YRh'nhhY!lhh.57!!.'hhY!!!I^•^ •... mnm r.. ..• ..... _-........ ......_.. . ...... ..- .. .,...1:!!YNlh55:Ylh..,h....,..!lh,..5..1:: '...._., ,.....:. ,.,,..:. � .., ., I c% 5/e) ype X ypsum Bard o I El I� ` _ h C I. G ` O O) 01 Z •��771 ,f � t rn Ok 2Lc* • e , y cotr�\MeiS C N r • I a . a a oyIo � iq I s -T( � g - a o O O m b m p c o 0 _is \c4 ® Aym r P. v anO _ a -_N - III " c el IL .Zxixi I ^ lc- ri E. -' 0 L m toJ f3li a i 'r • ri al .. .� _, ( 4 x S 6t DW I • II • I (n I I-. W 0 0 Mili,,...1 "cd 4. 9 IT N o • I Mali 71.r411111 .;: et ,ax Z N N p `� x ^ M m HAl f l rLocig_ TR -P�� TZ—., ,Gr Q.-t u ' er- T. p / i u D Soap lz,60-1 I L1 Q Li W No .O N E • W JOB 620-16 PORTAL'S - DUPLEX WEST COAST ENGINEERS, Inc. SHEET No. SK - 4 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY 1K DATE 5/3/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE SHEAR WALL \/— FLOOR DIAPHRAGM PER PLAN PER SPECIFICATIONS C N N 0 N N ANCHOR BOLTS PER TABLE BELOW SHEAR WALL EDGE NAILING N \ �, _ z s FLOOR FRAMING y D j PER PLAN i D / Dry \,/\\/~/° D r ° '�PLAN FOUNDATION \/vy�,l C. REINFORCEMENT o PER PLAN co co / — / p , . z i I �,/� D , D ID_ °.. �° (X V o8 D D 1^{LLJ \ 1 ---- \ \\\i\\i\\ice\\i\\i\\i\ jr, PER PLAN ' Bottom of Shear Wall Connection Sole Plate Hest Coast Eng. I/2'Anchor 5/8"Anchor 3/4'Anchor Ibd Nails Allowable Shear Wall Type Bolt SpacIng2 Bolt SpacIng2 Bolt Spacing I-1/2'Minimum Shear Embedment Capacity/Ea. 112 lb. 1,328 lb. 1040 lb. PW2 30 In. 44 In. 48 In. 5 In.o.c. 364 plf PW3 21 In. 30 In. 42 In. 4 In.o.c. 532 plf PW6 20 In. 29 In. 43 In. 3 In.o.c. 685 plf 5115 48 In. 60 In. '12 In. 12 In.o.c. 125 plf i This table generally applies to full height shear ponels only. For shear wall sections between full height shear panels (i.e. as under windows), the table 1,E TA I L A may be used; or minimum IBC requirements may be used. Where seismic allowable shear exceeds 350 plf (PW6), use 3x (min.). m Footnote 2 May use any of the three diameters listed. All anchor bolts shall be embedded 7" min, and shall have 3" square x 1/4" plate washers and nuts. N.T.S. Minimum of 2 anchor bolts per piece of mudsill, and one bolt located not more than 12 inches or less than seven bolt diameters from each end of the piece. JOB 620-lb PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. 5K - 5 of STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/3/20I6 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE SHEAR WALL FLOOR DIAPHRAGM PER PLAN / PER SPECIFICATIONS SHEAR WALL - A A ANCHOR BOLTS PER TABLE DET. A A ._____ EDGE NAILING Iii \ �'� FLOOR FRAMING z P A PER PLAN 5 D PROVIDE DOUBLE PLATES AT A PW6 5HEAR WALLS. A ALL OTHER SHWAER WALLS ° A ' ARE OK WITH A SINGLE PLATE po ETA I L 5 / /� FOUNDATION O WALL N.T.S. PER DETAIL A ANCHOR BOLTS PER TABLE SHEAR WALLPROVIDE DOUBLE PLATES AT PER PLAN (PW6� I PW6 SHEAR WALLS. I ALL OTHER SHWAER WALLS SHEAR WALL ARE OK WITH A SINGLE PLATE EDGE NAILING ,,44404 1'1 , FLOOR DIAPHRAGM1I / PER SPECIFICATIONS Ai =e "=. 1 lad►I •;— AlEINIMIAMIIIIMM di FLOORPERPLAN FRAMING I • SLAB PER SPECS OR BY OTHERS 2)(bP.T. WITH SHIM AND 5/8" TITEN HD L=8" AT 60" O.G. i)ETAIL 15 aIt FOUNDATION WALL N.T.S. PER DETAIL A CI , JOB 620-lb PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. 5K - 6 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/3/2OI6 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE SHEAR HALL PER PLAN SHEAR HALL PER PLAN SHEAR HALL 3OD BOX NAILS EDGE NAILING AT6" O.G. TORIM 3O1) BOX NAILS AT 6" O.G. TO RIM FLOOR DIAPHRAGM SHEAR HALL PER SPECIFICATIONS EDGE NAILING ANCHOR BOLTS PER DETAIL D ANCHOR BOLTS µ N " " PER DETAIL D L5-7O ® lb" O.G. BLOCKING TO PLATE 111 r FLOOR FRAMING ° PER PLAN D CONTINUOUS SOLID 7 DC J RIM JOIST(I-3/4" ) ANCHOR BOLTS A ° I PER TABLE DETAIL A e o ° • �� ° PER ry PLAN D D D ° FOUNDATION WALL _ ° REINFORCEMENT A II °4 #4 AT I6" O.G. VERT. D D D D ° ° z BOTH SIDES, AND ° Y #4 AT lb" O.G. HORIZ. p D ° 753 D ° W//, /A///, ///, //%///.///, \\\\\\ Z\ .\i\\\i\\\ \i\\ 1'-3"/ MIN. / (3) 144 GONT. i.°)ETAIL G N.T.S. TDB 620-lb PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. SK - 7 OF STRUCTURAL AND CIVIL ENGINEERING 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 CALCULATED BY IK DATE 5/3/2016 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE 43/4 CHCAR WALL PER PLAN y2:, ANCHOR BOLTS PER TABLE BELOW SHEAR WALL C,I ICAR HALL EDGE NAILING EDGE NAILING SLAB PER ,:, Z SPECIFICATIONS OR BY OTHERS e C p ?` D e D ° \ f 1\\i\\i\ /\ i\\�. ' A , I) ' 7\\i\\i\\i\\i\'\i\� � ' PROVIDE #4 DOWELS >° ° AT 12" O.G. (EPDXY \' ° ° 7/ _.7 STRUCTURAL FILL SET 6" IN WALL IO' p z PER SPECIFICATIONS AND lb" IN SLAB) ��" e °o . 2"�\;° p / / e ry FOUNDATION ° REINFORCEMENT \/ � D WALL: VERT. AND HORIZ. /�\ . ! p /', , #4 AT lb" O.G. \�' FOOTING: (3) #4 CONTINUOUS \\p J A ° �� ° \\/ dJ 3" COVER (BOTTOM) ' p e /j I-6/ / Bottom of Shear Wall Connection' Sole Plate West Coast Eng. 1/2"Anchor 5/8"Anchor 3/4'Anchor Ibd Nails Allowable Shear Hall Type Bolt Spacing2 Bolt Spacing2 Bolt SpacIng2 1-1/2'MInlmum Shea. FJ►Ibedrnent Capacity/Ea. qI2 lb. 1,328 lb. 1,840 lb. PW2 30 In. 44 in. 48 In. 5 In.o.c. 364 pIf GW3 48 In. 60 In. 12 h. 12 In.Oh. 125 pif GWI I 48 In. 60 In. 12 In. 12 In.oh. 145 pIf Footnote 1 This table generally applies to full height shear panels only. For shear wall sections between full height shear panels (i.e. as under windows), the table may be used; or minimum IBC requirements may be used. r7 E TA I L Footnote 2 May use any of the three diameters listed. All anchor bolts shall be embedded 7" min, and shall have 3" square x 1/4" plate washers and nuts. Minimum of 2 anchor bolts per piece of mudsill, and one bolt located not more than 12 inches or less than seven bolt diameters from each end of N.T.S. the piece. JOB 620-16 PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. SK -8 of STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/3/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 Fax: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE BEARING WALL ANCHOR BOLTS PER PLAN / PER CODE (MIN.) PROVIDE #4 DOWELS FLOOR DIAPHRAGM AT 12" O.G. EPDXY SET PER SPEC IF I GAT I ONS 6" IN WALL, 24" IN SLAB \ —\ v ---1 , --I 4- .1 if I f II` -. ° D . D 1 \�/\/X\//\/X\/V�� o ; D FLOOR FRAMING / PER PLAN 1 i I. \ D 611 '��y/- �D '� FOUNDATION \ N REINFORCEMENT O �/Y ° (WALL: #4 AT IS1" S / T VERT. AND HORIZ. 1 / FOOTING: (2) #4 w ;� °° D D CONTINUOUS) 0- d- �� D , ° D \ Z I ` ,(� (GD D D zo 1 og C D D D I \ ; ll --- \\\\i\\ \\\i\ -;\\\i\\\i\\W \ i/ E TA I L E / 11-4" / PARTITION WALL , N.T.S. PER PLAN i--- ANCHOR BOLTS SLAB PER SPECS. PER CODE (MIN) OR BY OTHERS FLOOR DIAPHRAGM PER SPECIFICATIONS \ D �I T4 v .Y D IP V D \\//\// /�A/ 7 �� o FLOOR FRAMING �j \=1D PER PLAN > D , ° 6" 2 \ I Y/ D D N FOUNDATION 111 x \\\/ REINFORCEMENT D X /iv °o ° (WALL: #4 AT IS" 8 ti T VERT. AND HORIZ. / FOOTING: (2) #4 w V CONTINUOUS) 0- i D ° ° DCO lD TAIL I & � D A D I II, 0og D DD kI N.T.S. ' -- I 1,-4(\\%\\ \\ i\\% i\\\i\\ JOB 620-16 PORTALI5 - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. SK - q OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/3/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360)424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE LOAD BEARING 20d BOX NAILS 0 6" O.G. WALL PER PLAN ��— FLOOR DIAPHRAGM ,,,,Z7 -/ PER SPECIFICATIONS . ,>< X N n N N it M Ai CONTINUOUS SOLID BLOCKING ` " FLOOR FRAMING PER PLAN POST AND BEAM ABU POST BASE PER PLAN PER PLAN - - - - FOOTING RE I NFORCEMENT D ° I ID PER PLAN D D I A D ° (3) #5 CONT., 3" COVER oI D ° I �D 1. D . U I'-4" / / DETAIL G N.T.S. - ANCHOR BOLTS LOAD BEARING PER TABLE DET. B 1 WALL PER PLAN ii___ SLAB PER SPECS / OR BY OTHERS ,,, _. D D V D e D D • ° n/ AIA •. •. D ' N Ir °D D D e D ° D D ° ° ° D FOUNDATION I H /i /i, /i, /A /i, /i REINFORCEMENT r,ETAIL. PER PLAN I'-4" / (2) 1*4 CONT., 3" COVER N.T.S. J06 620-16 PORTALI5 - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. 5K - 10 OF STRUCTURAL AND CIVIL ENGINEERING IK CALCULATED BY DATE 5/4/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE HEAR WALL NOTE: PER PLAN ^ W BAGKFILL RETAINING ALL PRIOR FRAMED SEE DETAIL A FOR — FLOOR CONSTRUCTION, BUT AFTER TOP OF WALL CONNECTION BASEMENT SLAB BEING POURED AND SHEAR WALL CURED.SLABPROVIDING HAND COMPACTEITHER WII2"THINDEEP 6 FTKEY FROWAMY EDGE NAILING WALL. OK TO BAGKFILL HALFWAY W/O 1-- OR FOOTING 15 POURED P ° ° I 1 N AGAINST UNDISTURBED D° ' A • SOIL (IN TRENCH). ./// //</ //<// ° D 4 D \� '\ ° POUR GARA/GE SLAB FLOOR DIAPHRAGM BEFORE MAIN FLOOR FRAMING �\j� ° D : PE SPECIFICATIONS WATER PROOFING /\//� BY OTHERS j/j, -"ElFRAMED P R PLAN FLOOR 1- HORIZONTAL REBARS /� Kg ° WALL BY OTHERS j y#4 0 12" O.G. � D OPTIONAL FURRING VERTICAL REBARS �y oo D p D #4 ® 10" O.G., TIED TO x HORIZONTAL REBARS ,i ° HORIZONTAL REBARS i TIED TO DOWELS (2-5/8" COVER) � _ D ° VERTICAL DOWELS 00 %\! s #5 ® 8" O.G. 7 / + D I-1/2 COVER (EXTERIOR I- / P A 11 V FACE) E WASHED ROCK /y ° D Ili OR PEA GRAVEL I-q D. %' / 24" '��I ° D NO GAP BETWEEN WALL AND SLAB 0 2'-4"\�\q o / 8�� ' SLAB IS ANCHORED TO SIDE / ,/ g o D A WALLS PER PLAN (12" O.C.) z ° t / o —no. w Y 99 o8 ° D / D -° p P 1- A t If) /'�O o °� O 1 7 • D A • n ° •D < D D A D \ 8k ° I> D 0 A p D //r ° D ° Do J/ //°4 09 ° V • ° /•\\ CCJJ CCJJ D \ / /. / /,,/ \// , .< \ FILL AND COMPACT // 7 Y\ PER SPECIFICATIONS #4 016" O.G. TRANSVERSE #4 fa 12" O.G. 04" PERF. PVG PIPE 3" COVER TO GRAVITY OUTLET CONCRETE: f'c = 2,500 psi #5 0 12" O.G. REINFORCEMENT: fy = 60 K,I 2" COVER #5 ® 8" O.G. 3" COVER SOIL ASSUMPTION: L (c1 WEIGHT: 110 PGF r,E TA I I I T II) ALLOW. BRG. 2,000 PSF EFP: 60 PGF (AT REST) N.T.S. EFP: 45 PGF (ACTIVE) JOB 620-I6 PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. SK - 14 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/4/20I6 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360)424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE AG (AGE OR LGE4), GG TYPE COLUMN GAP (OR EQUAL) BEAM PER PLAN 111111111 O id OO COLUMN PER PLAN GB OR ABU TYPE COLUMN BASE Qo (OR EQUAL) Oo I2"x12" OR 012" PLINTH WITH (4) #4 VERT. REBARS _ _ AND #3 STIRRUPS ® 6" O.G. /0 1 , IO"x1O" OR 0 10" PLINTH :!r d ; -it WHEN USING 4x4 POST ° I 1 D Z < A ° ° /\ t ° ° ° A o \/. REINFORCEMENT °° D °A PER PLAN A° A ° (4) #4 BOTH WAYS �.r A AI> 3" COR A A ° ° A ° 2-O x 2-O/ / i,ETAIL M N.T.S. JO6 620-Ib PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. SK - IS OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/4/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE 200 BOX NAIL o SPACING PER SHEAR WALL TABLE (I6D SOLE PLATE NAILING) CONTINUOUS SOLID FLOOR DIAPHRAGM BLOCKING SHEAR WALL PER SPECIFICATIONS PER PLAN � ` 10d AT L510 ® I6" O.G. 6 O.G. BLOCKING TO PLATE ONLY IF SHEATHING 1 BREAKS ON TOP PLATE IL N d N ,i /r ii SHEAR WALL EDGE NAILING : i I r \II JOIST'S INVERTED SHEAR WALL HANGER (ITS TYPE) 7/ EDGE NAILING Zilim P LVL RIM PER PLAN 5.11EAR WALL /l FLOOR FRAMING PER PLAN `\ PER PLAN EXTEND SHEATHING TO FLOOR DIAPH'M r,ETAIL R N.T.S. i JOB 620-16 PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. 5K - II OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/4/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE ROOF DIAPHRAGM PER SPECIFICATIONS it u n a ,i If/ di 1\1/ OVER-FRAMING MANUF. TRUSSES — BY OTHERS BY OTHERS Sd NAILS AT 4" O.G/ ROOF DIAPHRAGM ,� PER SPEGIFIGATIONS III NMI SHEAR WALL III EDGE NAILING MANUF. TRUSSES BY OTHERS SHEAR WALL PER PLAN HI RAFTER TO BEAM 2x6 DF-L*2 AT 16" O.G. WALL i7ETAIL S N.T.S. JOB 620-I6 PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. 5K - 20 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/4/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE ROOF DIAPHRAGM PER PLAN SECTION exl ILS AT 6AO.G. SHEAR WALL BOX FRAMED TRUSS EDGE NAILING ! BLOCK, SEE BELOW (SOLID BLO OK WHEN SHEATED SAME AS HEIGHT ALLO ) SHEAR WALL BELOW OK TO PROVIDE VENT OPENINGS 16d NAILS AT6" O.G. 4000 :y 0 H2.5A TRUSS TO TOP PLATE OK TO LOCATE OUTSIDE MANUF TRUSS SHEAR HALL BY OTHERS EDGE NAILING SHEAR WALL ROOF DIAPHRAGM / PER PLAN PER PLAN /f H /7- // - SHEATED SAME — — — -� T — — BELOW WEAR WALL O O I I O O O O O I ( O I - \_ T i —1, PENINGS I l BOX FRAMED TRUSS I I I I BLOCKING 4 -- I 16d NAILS i---- I AT 6" O.G. I I ELEVATION r T r --_------- ...,„ ________ •.,„,__ I?ETAIL T / / / / SHEAR WALL / N.T.S. PER PLAN , JOB 620-16 PORTALIS - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. 5K - 21 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY 1K DATE 5/4/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE GUT SHEAR WALL PANEL TO ALLOW MIN. (12) 8d NAILS NAILED TO HEADER BEAM OR HEADER — PER PLAN SHEAR WALL FIELD NAILING PER PLAN • EITHER EXTEND GARAGE • • • DOOR HEADER TO WALL SHEAR WALL CORNER OR INSTALL PANEL EDGES MSTA36 HORIZONTAL STRAP • HEADER TO BLOCKING L•L • • STRAP HEADERS BETWEEN • � • • T • DOORS IN/ GSI4, BACK STRAP • • • 1 • 1 ' SHEAR WALL I /J PANEL EDGES I NAILING PER PLAN • • • SHEAR WALL FIELD NAILING • n PER PLAN V V (L OF STRAP EQUAL LENGTH OR OR STRAP LENGTH PER PLAN /STRAP LENGTH PER PLAN 1,ETA I L U N.T.S. { JOB 620-I6 PORTAL'S - DUPLEX WEST COAST ENGINEERS, Inc. SHEET NO. T - I OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY 1K DATE 5/4/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE Basement Floor Level Beams, Columns, Posts West Coast Alt. 1: Mat'l and Alt. 2: Mat'I and 1 Minimum Max Special Foot- Egr. Member O.C. Spacing if O.C. Spacing if Max Span Bearing Cantilever R I End(ft ) Connector notes . Info. applicable applicable Length. (ft.) J1 joist 11-7/8 TJI 110 at - 13.5'+12.5' 3.5"mid - - - 16"o.c. t cont. support B1 beam 4x8 DF-L#2 - 3.9 ft. 1.5 in. - - - a 4 r B1 alt. beam 4x10 DF-L#2 - 4.7 ft. 1.8 in. - - - 4 B1 alt. beam 3-1/2x7-1/2 24F - 6.0 ft. 1.8 in. - - - o s B1 alt. beam 5-1/2xG�� 24F - 7.4 ft. 1.8 in. - - - P 4 Cl post 4x4 DF-L#2 - 5.0 ft. - A C4 fop, -bttm. 4 4 P C1 alt. post 4x6 DF-L#2 - 8.0 ft. - - AC6 top, - ABU46 bttm. a C2 post 6x6 DF-L#2 - 8.0 ft. - AC6 top, _ ABU66 brtm. Footnote 1 For beams, joists, and rafters, span is the horizontal distance, in feet, between (outermost) supports. For posts and columns, span is the distance between points of lateral support (such as floor or roof diaphragms). Footnote 2 If blank, use default connectors per standard specifications. For posts or columns: Left End = Top, Right End = Bottom. JOB 620- lb PORTALIS - DUPLEX WEST COAST t NEL \ F k. S , Xnc a SHEET NO. I - 2 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY IK DATE 5/4/20Ib 1520 PARKER WAY , SUITE # G . MT . VERNON , WA 98273 PHONE : ( 360) 424 - 3404 FAX : ( 360 ) 424- 2063 CHECKED BY DATE WEB : WWW . WCOASTENG . COM SCALE Main FDo© r Level Elevms , COOLI Ir 11s9 Post West Cast Alt. 1 : Mat°0 and. Alt. 2 : Mat/ and 1 M6ffl rum Max Special Left Egr. '-Member. ©, C. Spacing if ® . cC . Spacing if Gi� a�� r Bearing Cantilever End ®ot� Info. _ applicable applicable Length. (ft.) C®nne or 1 notes J11 joist 11 - 7/8 TJI 210 at o 13. 5 '+ 12. 5 ' 3. 5" mid 2. 0 ft. - - 16 o. c. cont. support 11 - 7/8 TJl 210 at 3. 5" cant. J12 joist 16 " o. c. - 13. 5 ft. support 2. 0 ft. - - r o 11 -7/8 TJI 110 at J 1 3 joist 16" o. c. a 9. 0 ft. 1 . 5 in. - - - r o J 4 joist 11 - 7/8 TJI 110 at - 7. 5 '+ 12. 5 ' 3. 5" mid - _ - 16 " o. c. cont. support J15 joist 2x8 HF#2 p. t. at - 5. 5 ft. 1 . 5 in. 3. 5 ft. LUS28 z-MAX a 16 " o. c. r o [ 11 beam 3- 1/2x11 - 7/8 PSL 3- 1/8x9 24F- V4 9. 0 ft. 1 . 8 in. - - b or Versa-Lam GLB 0 0 012 beam 5- 1/8 (5- 1/2)x12 24F- V4 GLB 94. 0 ft. 2. 0 in. - - - weather treated 0 B13 beam 1 -3/4x11 - 7/8 LVL 1 -3/4x11 - 7/8 12. 5 ft. 1 5 in _ HU11 or - Versa-LamLBV1 . 56/11 . 88 r a < % 14 beam 1 -3/4x11 - 7/8 LVL 1 -3/4x11 - 7/8 4. 0 ft. 1 . 5 in. - HU11 or - Versa-Lam LBV 1 . 56/11 . 88 o s r H header 4x8 DF-L #2 - per plan 1 . 5 in. - - a r a Cl post 2x6 DF-L #2 - a - - - c C2 post (2) 2x6 DF-L#2 - - - - - - r CS post 6x6 HF#2 p. t. - a _ - CC/FCC top - CB bttm W1 bearing wall 2x6 DF-L #2 at 16 " - 8. 0 ft. - - - - o. c. W2 bearing wall 2x4 DF-L #2 at 16 " a 8. 0 ft. - - - - o. c. 0 0 Footnote 1 For beams , joists , and rafters , span is the horizontal distance , in feet, between (outermost) supports . For posts and columns , span is the distance between points of lateral support (such as floor or roof diaphragms) . Footnote 2 If blank , use default connectors per standard specifications . For posts or columns : Left End = Top , Right End = Bottom . Footnote a Provide diagonal joists blocking in both directions . Footnote b Beam may be either flushed (joists hang from it) , or dropped (joists are continuous). Footnote c Tis is a default header or beam support when not labeled in plan . I I s E I I I I I I c 1 JOB 620--I6 PORTALIS P DUPLEX WEST Inc o SHEET NO. `I o 5 OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY 1K DATE 5/4/2016 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE Roof Level Beams, Coumns Poses Wes4 Coast Mt. 10 Mat'l and Alt. 20 Mat'l and , Minimum :-Max Special End Fo©t�- Egr. Member 0,C. Spacing if O,C. Spacing if Max- .. Bearing Cantilever ft, Connector2 notes info. applicable applicable LengNh. (ft.) 1 4 _ �— 3-1/2x12 24F-V4 B1 beam GLB - 16.0 ft. 2.0 in. - - - B2 beam 4x10 DF-L#1 3-1/2x7-1/2 24F- 7.0 ft. 1.5 in. - - a V4 GLB r 4 B3 beam 4x10 DF-L#2 3-1/2x7-1/2 24F- - - - - a V4 GLB H header 4x8 DF-L#2 - per plan 1.5 in. - - - C. H1 header 4x10 DF-l#1 - 6.0 ft. 1.5 in. - - - ,. M2 header 4x12 DF-1#1 3-1/2x9-1/2 24F- 6.0 ft. 2.5 in. - - - V4 GLB c -0 Cl post 2x6 DF-L#2 - - - - - b r C2 post (2) 2x6 DF-L#2 - - - - - r fi LCE top C6 post 6x6 DF-L#1 - - - - CPT66Z bttm - i_ fi Footnote 1 For beams, joists, and rafters, span is the horizontal distance, in feet, between (outermost) supports. For posts and columns, span is the distance between points of lateral support (such as floor or roof diaphragms). Footnote 2 If blank, use default connectors per standard specifications. For posts or columns: Left End = Top, Right End = Bottom. Footnote a Miter cut over the post is OK. Footnote b Tis is a default header or beam support when not labeled in plan. { {E{ {{r 4t West Coast Engineers, Inc. B STANDARD STRUCTURAL SPECIFICATIONS: 1) LOADS. a) Following are the loads used for the subject design/analysis: i) Roof live load: 20 psf ix) Balcony live: 60 psf ii) Roof dead load: 15 psf x) Deck live: 40 psf iii) Snow load: 25 psf(ground) xi) Deck dead: 10 psf iv) Snow load: 20 psf(balanced) xii) Exterior wall dead load: 12 psf v) Snow load: 25 psf(unbalanced) xiii) Interior wall dead load: 8 psf vi) Floor live: 40 psf(living areas) xiv)Seismic Base Shear, V=0.120 x W. vii) Floor live: 30 psf(sleeping areas) xv) Wind: 85 mph 3-second gust wind viii) Floor dead: 12 psf speed, Exposure 'C', 2) APPLICABILITY OF THESE SPECIFICATIONS: a) These specifications shall be adhered to for all work addressed in this report. b) Some sections of these specifications may not apply to the scope of work of West Coast Engineers. (WCE). Use of these specifications for work outside of WCE's scope shall be at the sole risk of the Contractor. 3) LIMITED SCOPE OF WCE'S WORK: a) The scope of work of West Coast Engineers (WCE) is limited to Gravity and Lateral Analysis (structural concerns only). WCE leaves issues such as thermal / moisture detailing, ingress / egress, insulation, and fire / life / safety concerns to other design professionals. WCE takes no responsibility or liability for items not specifically addressed in the calcs,sketches, or call-outs. b) All structural and other matters not shown or addressed in the following calculations and sketches do not form part of the scope of work of WCE. c) Structural analysis, design and specifications apply for one structure at the location shown in this report only. WCE cannot be held liable for unauthorized reuse of this work at a different location(s). 4) OWNERSHIP OF THIS REPORT: a) Ownership of this report, all calculations, sketches, and other intellectual information pertaining to the project shown herein shall remain the sole property of WCE. WCE will furnish copies of this information to others only with the express permission of the Client. b) These calculations, sketches, notes, and specifications are valid only for the project indicated herein. These documents are not valid, and shall not be used for any other project. 5) COMPLETION OF WCE'S CURRENT SCOPE OF WORK: a) Submittal of this report to the Client completes the present scope of work and budget of WCE for this project. All other consultation, design, calculations, sketches, inspection, etc. after submittal of this report shall be billed on a time and materials basis at WCE's current fee schedule. 6) CONSTRUCTION DRAWINGS (PLANS FOR PERMIT&CONSTRUCTION): a) WCE recommends that the Designer / Architect submit construction drawings to WCE for review and approval prior to construction of the project. Such review and approval of full-sized plans is beyond WCE's current scope of work. 7) BASIS OF DESIGN—APPLICABLE CODES: a) This design is based on the IBC, 2012. All construction shall adhere to the minimum requirements of the 2012 International Building Code, unless shown otherwise in this report. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor 620-16 Portal's-Duplex Strl Specs 5-4-16.doc Page B 1520 Parker Way- Suite'G', Mount Vernon, WA 98273 a Tel: (360)424-3404 • Fax: (360)424-2063 • www.wcoasteng.com West Coast Engineers, Inc. C assumes full responsibility as to construction methods used, safety provisions employed, and the finished as-built condition of the structure and related systems. 8) COMPETENT CONSTRUCTION PERSONNEL: a) Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. 9) TEMPORARY SUPPORT AND BRACING: a) General. Provide adequate temporary support to all walls, roofs, beams, columns, and floors during construction. Design of same is not included herein, unless specifically shown. Contractor or owner should check all temporary-supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. b) Retaining Walls. Do not backfill against retaining walls until concrete has cured to at least 2,500 psi (okay to use high early strength admixtures or additional cement in the mix to achieve this purpose). For retaining walls that are to be connected to horizontal (floor or slab) diaphragms, do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. 10) CONFLICTS OR ERRORS IN PLANS: a) Contractor shall verify all dimensions and 'fit' conditions in the field. Should the Contractor or fabricator note any conflicts or errors in the Plans and/or specifications, they shall be brought to the immediate attention of the Engineer. If any questions arise during construction pertaining to any structural matter, the Engineer shall be consulted immediately. 11) FOOTINGS, FOUNDATIONS, SLABS ON GRADE: a) Geotechnical Report. Soils analysis and geotechnical engineering are not a specialty of WCE. WCE depends on others for the provision of soils data, which includes but is not limited to: allowable bearing capacity, liquefaction potential, slope stability, active and passive lateral pressures, internal friction angle, and cohesion. WCE strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all land based construction projects. b) Foundations, Footings on Soil: General. All footings to bear on undisturbed existing soil, unless otherwise shown in the plans or calculations. All organic and deleterious material beneath the footings, foundations and slabs to be removed and replaced with granular fill compacted to 95% relative compaction. Bottom of footings to be below locally prescribed frost zone, not less than 18". Replace all over-excavated areas with granular material compacted in 8" maximum lifts to 95% Relative Compaction (RC). All footings are proportioned and designed for 2,000 psf allowable soil bearing pressure, unless other information is supplied by the Owner or Owner's representative. c) Slabs on Grade. Subgrade below slabs shall be similar to the above, except that 92% relative compaction is acceptable. A layer of free draining material and a suitable vapor barrier (designed by others)are recommended for all interior slabs. i) Contraction Joints. Contraction joints shall be provided in all slabs at a maximum of 12 feet on center in each orthogonal direction. Contractor may use tooled joints or 'zip strips'. Light gage metal-keyed joints are not recommended in slabs subject to vehicular traffic. Slab reinforcement shall be continuous across all contraction joints. ii) Expansion (isolation)joints. Expansion (isolation)joints are required where new concrete slabs are poured against existing concrete or masonry, and where shown on the plans. Expansion joint material shall be asphalt impregnated fiberboard or similar, 'A inch thick. iii) Construction (cold)joints. Where used, the previously placed concrete surface shall be clean and free of laitance. Reinforcing shall be continuous across the joint. Cold joints in slabs should be full depth, vertical face, and form a straight-tooled edge. Cold joints constructed in this manner may also function as contraction joints. d) Footing Drains. Footing drains, with washed drain rock extending to within one foot of top of finished grade, shall be provided at the base of all footings and retaining walls, which will have, 620 16 Portalis-Duplex Strl Specs 5 4-16.doc Page C 1520 Parker Way -Suite'G', Mount Vernon, WA 98273 • Tel: (360)924-3409 • Fax: (360)924-2063 • www.wcoasteng.com West Coast Engineers, Inc. D earth placed against them. Footing drains shall be 4" perforated pipe routed downgradient to daylight, unless otherwise specified. 12) STANDARD CONCRETE: a) General. Structural concrete shall be designed and constructed in accordance with the requirements of 2012 IBC, chapter 19, and ACI318-11. b) Strength, Mix, Placing. All concrete, unless otherwise specified in the Plans or Calculations, shall attain a 28 day strength of fc = 2,500 psi for footings and foundations not exposed to weather, and f'c = 3,000 psi for any concrete exposed to weather, and shall contain not less than 5-1/2 sacks of cement per cubic yard. Maximum water/cement ratio shall be 0.45, and maximum slump=4". Max. aggregate size = 7/8". Mixing and placing of all concrete and selection of material to be in accordance with IBC and ACI 318 (latest editions). Provide 5% air entraining in all concrete exposed to the earth or weather. c) Waterproof Concrete. For concrete applications that are required to be waterproof, the Contractor shall use KIM admixture by Kryton International Inc. (contact Marlen Hansen (360) 650-9038). Note that air entraining must be a maximum of 5% after this admixture. Contractor shall follow manufacturer's recommendations in use of KIM. d) Concrete Admixtures. All admixtures are entirely at the discretion of the contractor and / or concrete batch plant and must not affect the minimum requirements herein. 13) CONCRETE REINFORCING: a) Strength, Splicing, Bending. Reinforcing bars (rebar) shall be per drawings and sketches attached, and shall be grade 40 (Fy = 40 ksi), unless noted otherwise. All reinforcing shall be detailed, bolstered and supported in accordance with applicable ACI code. Bars shall be bent with minimum 6 bar diameter radius for sizes up to and including No. 8, and 8 bar diameter radius for bars larger than No.8. b) Ties. For reinforced concrete beams, walls, columns, pilasters, and any other element wherein the main reinforcement bars are enveloped with tie bars (a.k.a. stirrups), the ties shall be bent with the least radius of bend so as to envelop the main rebars without the tie bars cracking or breaking. The tie bar ends shall overlap the main bars at least one bar diameter. The diameter of bend shall not be smaller than the diameter of the main bars in contact. c) Slabs. Slabs on grade that will be subjected to vehicular traffic shall have 6" minimum (thickness) and thickened edges as described below, unless designed and specified by others. Reinforcement shall be #4 centered in the slab, at 16" O.C. each way. Such slabs shall have thickened edges consisting of a 12" x 12"minimum monolithic footing with 2 ea. #4 continuous at the top and bottom of the footing. i) Reinforcement for slabs which will not be subjected to vehicular traffic shall be WWF, 6"x6"x10ga. or #3 at 24" O.C. each way, centered in a 4" slab. As an alternate to this reinforcing, Forta FERRO structural fiber mesh (or equivalent) may be used per the manufacturer's specific instructions and requirements below. Contact Forta at (800) 245-0306 or Marlen Hansen at (360) 650-9038. Note that the maximum slump of concrete having fiber mesh is 3". The contractor must install construction joints or saw-cuts per specs above or per Forta requirements within 12 hours of concrete placement(sooner if possible). (1) Minimum fiber mesh requirements: Fiber shall be a synergistic combination of a twisted- bundle non-fibrillating monofilament and a fibrillating network fiber system. Fiber shall be made of 100% virgin materials in the form of fully-oriented copolymer/polypropylene. The fiber dosage rate (amount of fiber per cubic yard) shall be as provided by Forta. Fiber length shall be 2.25 in. (54 mm). Fibers shall comply with ASTM C-1116 "Standard Specification for Fiber Reinforced Concrete and Shotcrete". d) Welded Wire Fabric. Welded wire fabric (WWF) shall be ASTM A-185. Splice by lapping one mesh+2"all sides. 620-16 Portalis-Duplex Strl Specs 5-4-16.doc Page D 1520 Parker Way- Suite'G', Mount Vernon, WA 98273 Tel: (360)424-3401 < Fax: (360)424-2063 • www.wcoasteng.com West Coast Engineers, Inc. E I e) Hooks. For 180 degree hooks, provide a minimum of 2-1/2 inches or 4 bar diameters extending beyond the bend. For 90 degree hooks, provide a minimum of 12 bar diameters extending beyond the bend. f) Cover. Provide the following minimum cover: i) Footings and other unformed surfaces,distance from the bar to earth face...3" ii) Formed surfaces in direct contact with earth 2" iii) Surfaces exposed to weather 1-1/2" iv) Surfaces exposed to salt water 3" g) Rebar Splice, Lap & Development Length. Splice, lap, and development lengths shall be per the following table(Table 1)unless noted otherwise. Development Length Table From ACI 318-11 Section 12.2 fc= 2,500 psi Minimum Concrete Strength Bar Diameters 2d (min.) Spacing And Examples Minimum d (min.) Clear Cover Steel Uncoated Epoxy Coated Uncoated Epoxy Coated Strength Reinf. Bar Reinf. Bar #4 #5 #6 #4 #5 #6 GR40 40,000 psi 32 d 38 d 16 in 20 in 24 in 19 in 24 in 29 in GR60 60,000 psi 48 d 58 d 24 in 30 in 36 in 29 in 36 in 43 in Notes: d =rebar diameter. If bars #7 and larger increase length by 1.25. See code for negative impact of lightweight concrete and benefit due to cover > 12" Table 1 —Rebar Development Lengths 14) CONVENTIONAL WOOD FRAMING: a) Material. All sawn framing lumber shall be Douglas Fir - Larch, Number 2 or better, unless otherwise shown. This material may be either green (moisture content less than 25%), recycled (reclaimed) or conventionally kiln dried (in an approved kiln). Regarding radio frequency vacuum (RFV) dried timbers: the effects of radio frequency vacuum drying on Douglas Fir timbers have yet to be determined. Therefore, use of RFV dried Douglas Fir timbers is at the risk of the Contractor and/or Owner. b) General Construction: Pre-drill all nail holes where required to avoid splitting. Connect all wood members per these sketches, callouts, and the IBC. c) Anchor Bolts. Anchor bolts to mud sill, use 5/8"diameter x 10" embedment at 48" OC, with 3" x 3" x 3/16" heavy steel washers, wrench tight, unless otherwise shown. d) Pressure Treated Lumber. Use pressure treated lumber in contact with concrete and / or soil. Selection of all metal connectors shall be per manufacturer recommendation in respect to the possible corrosion by the wood treating chemicals (including nails, bolts, Simpson or other framing connectors, etc.). For more information refer to Simpson Strong Tie Wood Construction Connectors'Corrosion Information (page 5). e) Blocking / Bridging. Provide full depth bridging or blocking at 8' OC max. in joist or rafters without continuous plywood diaphragm connection on the top . i) Provide solid blocking at all bearing points. 620-16 Portal's-Duplex Strl Specs 5-4-16.doc Page E 1520 Parker Way--Suite'G', Mount Vernon, WA 98273 • Tel: (360)4243404 • Fax: (360)424-2063 • www.wcoasteng.com West Coast Engineers, Inc. F ii) Framed floors which support posts shall be solidly blocked within the floor to positively transfer posts loads through the floor to the supports beneath. f) Partition Walls. All non-shear wall partition walls on slabs shall be secured with 0.145" diameter power pins at 12" OC, unless otherwise shown. Shear wall partition walls on slabs shall be connected to the slab with the anchor bolting schedule shown above and herein. i) Provide double joists under all non-bearing partition walls. Partition walls, which carry loads from above, shall bear on joists or beams sized to carry said loads. g) Stair Framing. All framing and supports for all stair components shall be by others unless shown herein. h) Beam Supports (Trimmers). All Glu-Lams or Parallam beams shall have (at a minimum) double trimmers or a 4X post at each bearing point unless otherwise shown. Sawn beams 6X12 or less may use single trimmer at bearing points, larger size sawn beams to use double trimmer or 4X post. All beam supports shall carry down through the structure to the foundation. These supports shall be blocked through a floor at the minimum with a member of the same size or the same cross sectional area as the member above the floor. i) Laq Bolts. All lag bolts greater in diameter than 1/4" shall have pilot holes pre-drilled. Size of pilot hole in threaded portion shall be 70% of the unthreaded shank diameter (or alternatively, 90% of the root diameter of the threaded portion) unless noted otherwise. Pilot hole diameter of unthreaded portion shall be the same diameter as the unthreaded shank. Minimum lag bolt embedment into main member shall be eight times the bolt diameter. j) Nails. All nails used and specified in drawings and sketches shall be common wire nails unless shown otherwise. Common wire nails may be substituted with nails of the same shank diameter and same length. Minimum embedment into the main supporting framing is 12 times the nail diameter, unless noted otherwise. k) All connection nailing that is not specifically shown in the attached details defaults to the 2012 IBC 2304.9 with appropriate table (2304.9.1). 2012IRC fastener schedule for structural members table R602.3(1)and alternate attachment schedule table R602.3(2). 15) PRE-FABRICATED FRAMING CONNECTORS: a) Manufacturer: Simpson brand is specified, however any other nationally recognized brand (Silver, KC, etc.) may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. b) Installation: The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements (location, exposure, end and edge distances, nails, ... etc.). The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to. c) Weather Exposure: All connectors exposed to weather conditions or excessive moisture shall be post hot dipped galvanized (ASTM 123 and ASTM A153), coated equivalent to Simpson Z-Max (G185, ASTM 653), or stainless steel (stainless steel connectors shall be used with stainless steel nails, bolts, and other fasteners). It is the responsibility of the general contractor to ensure that the connector chosen for treated and pressure treated wood, and/or saltwater or chlorine environments will be corrosion resistant. Do not use Ammoniacal Copper Zinc Arsenate (ACZA)wood treatment with zinc-coated fasteners. Fastener corrosion protection shall be at minimum per the Simpson manufacturer recommendations. d) Holdowns: Where holdowns are shown on the plans, Contractor shall supply the holdown, the factory specified anchor bolts, and factory specified bolts, lags, or nails that connect to the vertical member. Vertical members shall be double 2x, or single 4x material unless otherwise specified and shall be nailed to the sheathing using edge-nailing as called out for that segment of shear wall. Doubled vertical members shall be composed of either two full-height studs, or one full-height stud and one trimmer(of 6' min. length). Doubled 2x members must be nailed together using either 16d nails at 3" o.c. or using sheathing edge nailing into both members. Single vertical members shall 620-16 Portalis--Duplex Strl Specs 5-4-16.doc Page F 1520 Parker Way--Suite'G', Mount Vernon,WA 98273 6 Tel: (360)421-3404 Fax: (360)429-2063 a www.wcoasteng.com West Coast Engineers, Inc. G I be the full height of the wall, unless noted otherwise. Anchor bolts (for hold down attachment), which are too long to fit in the footing in a vertical orientation, may be bent in a smooth curve to a maximum of 90 degrees and extended horizontally within the footing. Horizontal portion of bend must be placed as close to the bottom of the footing as concrete cover requirements will permit. 'All -thread' may be substituted for long anchor bolts. e) Use with Prefabricated Wood Products, i.e. Parallam, TJI, etc.: The Contractor shall verify with the prefab. wood manufacturer that the specified connectors will work as intended with their product. f) Default Connector Types. Unless otherwise shown, the following metal plate connectors shall be used. i) Post caps CC,AC, LCE or equal series ii) Post bases ABU, CB, CBSQ series iii) Joist hangers ITS, IUS series. iv) Truss and rafter holdowns H1 at each heel to double plate. 16) PREFABRICATED WOOD PRODUCTS: a) Prefabricated Trusses. Where shown on the plans, all prefabricated structural roofing members shall be designed by a certified professional engineer. The prefabricated structural roofing designer shall provide stamped design drawings with appropriate notes showing member sizes, forces, installation procedures, blocking, bracing, etc. The contractor shall conform to these drawings in the installation of the structural roof system. The Contractor shall ensure that adequate diagonal bracing from the roof diaphragm to the ceiling diaphragm is permanently installed. A girder truss shall be supported per plan, and if not noted in plans, at the minimum with (3)full size studs nailed to the sheathing. All girder truss supports shall carry down through the structure to the foundation. These supports shall be blocked through a floor at the minimum with a member of the same size or the same cross sectional area as the member above the floor. If the enclosed sketches include lateral forces which must be tied into manufactured trusses, the contractor/owner shall provide the truss manufacturer information about drag forces, where shown in the structural report and sketches. Truss overframing shall be per truss manufacturer or general contractor, unless shown herein. b) I-beam Composite Web / Flange Joist Products. These are as designed by others, unless specifically called out herein. The contractor shall install the I-Joist products complete with web stiffeners and other blocking / bracing as shown on the Plans and I or as recommended by the manufacturer. All manufacturer's installation recommendations (bearing, blocking, bracing, hangers, provisions for double joist, etc.)shall be followed. c) PSL's (Parallel Strand Lumber). Where called for, use minimum 2.0E, 2,900 psi minimum allowable bending stress. These products are specified due primarily to their extremely high strength values. They must be stored and installed in strict accordance with manufacturer's recommendations. No substitutions are allowed. d) Glue-Laminated Timbers. Unless otherwise noted, all glu-lam beams shall be 24F-V4 DF/DF industrial appearance grade for simple span and 24F-V8 DF/DF for continuous span, manufactured by an AITC approved fabricator. Note that wane is not permitted for any piece of lumber used for laminations. For laminations that are made from multiple pieces instead of single pieces, edge bonding is required. Store and install in accordance with manufacturer's recommendations. If visually exposed to interior living space, use Architectural Appearance Grade. Taper, notching, and/ or holes are not permitted for any beams unless specifically approved by engineer of record. Camber beams per plan or per manufacturer's recommendation (whichever is more stringent), but not less than to 2000 ft radius for beam more than 15ft span. e) Plywood or OSB Shear Walls. All plywood on shear walls, except Type PW1, shall have all edges blocked. All blocking to receive edge nailing. Any exterior wall not specifically shown as a shear wall shall be Type PW1 (7/16" OSB or CDX w/8d nails at 6" OC panel edges, and 12" OC field, unblocked) or PW2. All shear walls shall be positively connected to horizontal diaphragms at their 620-16 Portalis-Duplex Strl Specs 5-4-16.doc Page G 1520 Parker Way Suite'G', Mount Vernon,WA 98273 Tel: (360)424-3404 . Fax: (360)421-2063 a www.wcoasteng.com West Coast Engineers, Inc. H tops and bottoms per the Callouts herein. Plywood structural panels shall conform to the requirements in DOC PS1 or PS2, CDX plywood unless otherwise noted. Store in accordance with the manufacturer's recommendations, and install per IBC (NDS) requirements for shear resisting vertical and horizontal diaphragms. Nails. All nails used and specified in drawings and sketches shall be common wire nails (ASTM F1667) unless shown otherwise. Common wire nails may be substituted with nails of the same shank diameter and same length. Framing (studs) shall be Douglas Fir—Larch species unless otherwise noted in the plans and sketches. f) Plywood Roof. If roof diaphragm is not specified in Plans or Calculations, use 1/2" over non- blocked supports at 24"OC. Use IBC Case 1 pattern. Nail with 8d (diameter 0.131", 2-1/2" long)at 6" on edges, and 12" in field. Contractor to verify all span ratings. At locations of overframing, sheathing is assumed to extend to the wall top plates (under overframed roof sections) unless noted otherwise. g) Floors. All wood floor diaphragms shall be glued and nailed. Use thickness as shown on the Plans, but not less than sh" T&G. Contractor to verify all span ratings of plywood or OSB (minimum grade DOC PS2). Where otherwise not shown on Plans, nail floor diaphragm using 10 penny (screw type nails recommended) at 6"on edges, 12" in field, non-blocked, per IBC Case 1 pattern. GENERAL STRUCTURAL NOTES. A. SHEAR WALL CONNECTIONS. Each shear wall must be connected at its top and bottom per the typical structural details shown on pages SK4 — SK21. These details are intended only to show TYPICAL situations. Due to varying framing methods, not all aspects of each detail will necessarily pertain to specific field conditions, however, the bolting, nailing, and connecting schemes must be followed. If in doubt, contact West Coast Engineers. B. WOOD FRAMED WALLS. Wood framed walls intended to act as shear walls are indicated as PWx. Wood framed walls not intended to act as shear walls are not typically labeled and should be standard IBC construction. C. REVISIONS. Any change in a door and/or a window size or location (located in the designated shear walls) will result a change in the shear wall schedule and/ or a change in a type and/ or location of a holdown. } 620-16 Portalis-Duplex Strl Specs 5-4-16.doc Page H 1520 Parker Way- Suite'G', Mount Vernon, WA 98273 • Tel: (360)424-3409 • Fax: (360)421 2063 • www.wcoasteng.com .."' mil► i _ .r . I - - r I • IllimiimNmmhosms .NI Im • • - 1111/4 Y461,.... Y .,... . . .. • • yIt r Y" r / • `~ i f4 1 • • • I • - 1 ir flri / • � ~ "<•Y•TK•..rW,•avym.�.-:. i • , .. .. , , .. . fit-H. • rit ' fat r� - r ' 1 - „ . c.. I It a 41 1 .b 4 la , it, • EL II . . ' . r .. '< �n.I,{ ~ , r 1/ f ' .•.a• lam • �, ^� It �. i / / . .i , re- lr�.a fyf� it.... . . :I.., � t ♦ Y�t� 7 y f r i • . ..-4- 41 Ni. flp hi Y • EIl "t 6 meat +A' ti fi; i0 ‘• '.0,%1l:4 o-*44at9.bi1°6#14eeFW19 41.:0i-l4C2,1l. :W isi4 k`t1 gr.i 1.sry, ..' . 41'.1 ' ; ! r y + • . « J I f J- • I. • • 14 \\ • < �1µ ar , ...'I y\�'f, it I- ]gh � • ..,�• . 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ROAD I I °' Sewer Forc= Main Prpperty Line 2 r 00 I l�l 250.307.6818 925RDesign.com ' / I / No. Description Date I DECK DECK I I i — I- , BP BUILDING PERMIT June 2 2016 I .� 1 Locations Revised Feb 1 2018 I 2�0„ 52'-0" } I /ASS STUB I I I 3 4 �� 1 2 I GEO 69' GEO 69' I GEO 65' GEO 65' (� 'O- i I / (t / L'' �Z t 1I 0" 0 �/ " : z GaragI e Garage 1- �' ¢ GEO 68.5' GEO 68.5' / ��.(/ Q- / I Garage Garage I a - / V _1 30'-0" I • GEO64.5' GEO 64.5' .a :- / CV I 44/ SHIP City of • I .:..�:, Z Annacortes I • I '` :':;� / HARBOUR I R.O.W. L a w �;r. WI ' 1 d ,c • I INN I �i ! : ` r 0 :� / . .. PROPERTY 1 Di 'ti : :: N I a '� " - :f: .:!•:.•'-' :::.. ao / I I oI +• r r / I zl ai - - - ' -GEO- -66.5— LoT_ -947„- - - - - - -" 203 Access GEO-70.5- -" r -I QI N Straight Road Length ` o1 P315810 . o , tiea9da› u 'DECK,. '"' DECK '1/2 SSMH ,976 DECK'' DECK; L. 7 8 SS ! L0 8„ be v I 4936 4934 p I I I s S, 1 cc) 1 . -5- - - - - - I GEO 91' GEO 91' i J PRIVAT- ON POND&FA ILIT© \ . NV , EXISTING FORCE MAIN &NATURAL GAS LINE 18"HDPE SD \ Sewer Pump —— çSuLr:EJC _ L _ _—_ SILT FENCE _— _ _—_—_—__ MH 55 I I / I T POND • — — ACCESS "DECK! DECK' " ROAD Prp perty LineI i I� I _.- Sewer Forc Main • t I l 'DECK - ''DECK I I N j / I/ BF 1 2 -o +! I / SS STUB 3 4 GEO 69' GEO 69' �` GEO 65' GEO 65' I• �`20' •vilk/ ....-.• `k- 4Z-- / II I z Garage Garage / ,&, '� I GEO 685' GEO 68.5' / 4� S� / p 1 Garage Garage -- 12 .r� tZzo 30' o' GEO 64.5' GEO 64.5' p • / CL v •• SHIP City of • i cn i Annacortes -. -. :. ., / HARBOUR I R.O.W. OC, R o W r I INN u - }•.�- .• I o ,•-•'. f-, �Q- �, PROPERTY m, 4. -. -•k ' :- :. ; • . j :: / m `• r.�� I a ,. / •• ...' _ - .--.�-- , - .�r.S e - I / z, 20' Access + , /_. GEO 66.5" _ _ ___ GEO 70.5" ! 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BOX 547,ANACORTES,WA 98221 PH(360)293-1920 E-MAIL:stevel@cityofanacortes.org FAX(360)293-1938 Memo Date: February 27,2017 To: Paul Ingalls, Plans Examiner From: Steven Langeor_,.._&e.___iv- Subject: Site Plan Review#1 for 4934-4936 Channel Marker Lane cc: Eric Shjarback, Jim Baldwin The submitted site plan for 4934-4936 Channel Marker Lane was reviewed by the Public Works Engineering Department on February 27, 2017 • 02-01-17: Submittal to Public Works Engineering • 02-27-17: Public Works review and memo back to Planning Department The following comments are provided: • No frontage improvements are required under this proposal. • Kait will need to review the site and storm drainage for Minimum Requirements 1 to 5 since the plan was submitted after 01.01.17. e�K=�i • Water • Wastewater • Streets • Storm Drainage • Engineering • Solid Waste • Transportation•Equipment • Capital Projects • Development Services q�Jp° PRIVATE CONTROL 0 2 STRUCTURE sr_ss- - -- - -. EXISTING FORCE MAIN I. RIM ELEV.=48.31' '7'' "''" &NATURAL GAS LINE F . Dancnpuon Dow EASEMENT IS 5'ON EITHER SI E ____ _SILT( NQP_. _ s_ - - — — - - - l h 12' SD CITY TO REVIEW RETAINING WALL LOCATION N GINEERING CONI1ECT SANITARY SEWER TO STUB AT LANE Property Line—"IA/'n' � I — I lit:. — ,:�oecK' j,C / i I •rm� +� — — — — DECIG,�j< — - - - — - - 494 ML 4938 CML 4936 CML ° SS STUB • u iu ,,,j� 44. l GEO 69' �q O GEO 65' GEO 65' I GEO 69' 11405f ?o' V 1140sf 1 sf �,,a 1140sf / " it / t 4 V ./ -- t2 r . laa,. ,•� O rr .•_r / .I Garage Garage f rj • Garage Garage 4 GEO 64.5' GE064.5' IX A • •GEO 68.5' GEO 66.5' '/ V w Owner Portalis LLC I I _ � .,.� RI i • - , / Project Address: I ~•: ' . .. : .b . o z ,r •..; o T IV 4934, 4936, 4938, 4940 Portalis Way, and I C.) Q co 4934, 4936, 4938, 4940 Channel Marker Terrace 1 r Anacortes WA 98221 I _ _ b _ �E 5. - CHANNEL MARKER TERRACE _ _GEo-70,5—- 1 II R CONSTRUC • I j c ENTRANCE( e Tax Parcel (Property ID Number): P31580 I I j ,.SPALL RQC ON . E) / I CONNECT SANITARY SEWER TO STUB AT STREET q�, (t • ! Zone:As Per City of Anacortes (CM) 4 1 f T SSMH Project: New Multi Family Residence Condominium /I i L i' I II L S�� ,4 YQ° Domestic Water City of Anacortes 4 DECKv.'•. I DECK l I DECKI'I DECK s r 'fri ity of Anacortes o CNew Driveway to Portalis Way 4- 5 fj Access: r 7 — 8 1 i 0kyo „ pits` AREAS: .� 1 4940 4938 II CO S -UCTION 4936 4934 i EN - • E LOT SIZE: 41091 sf 1 PORTALIS PORTALIS `S oL '1 ' -1 17 pLV 1E40 SF \ 37 1 • SETBACKS: 0 ri' I:._� - ` ' Front: 20' Street ROW to Building -0 I Sides: 5' min Between Buildings PD -# 20.0• '1 Garage Garage Garage Garage : ' / 'r: ELV 92' ELV 92' A G90.5'• GEO 90.5 "•'�;; . \ 1 HEIGHT: 35' Height Restriction I " EROSION CONTROL /a PARKING: Z " *: • / SOP -__ TRACYSTEPHENS I "'Sr'` ''r z _ / 5C`�G (360)661-1927 2 in each Garage +2 in each Driveway fTl 1 ;*•- '�:<,• I- / /' , —/ — 11, I---%,...j.s >>._' ; :fir' _ /, 1 Codes: O II :.:�, :. ". . Structural /Building- IRC 2012 1 PORTALIS WAY(PRIVATE LANE) / pT 4 Mechanical - IRC 2012 1 Plumbing - UPC2012 GEe-93- - -- - ------—GE° I1,6'� .� P122190 Energy!Ventilation-2012 WA State Energy Code _ ` I SOT 3 a_ 1 Portalis c l •.'•, ENGINEERING ATTACHED ',.�\�':;•.�.�::0..'.:_"i ;•.•,_,. ,.•.:..,•:� ;..�'I 1',''':'.•:.' o o BLDG 7 WEST COAST ENGINEERING •.1: '. . .• '.' '.1'.' ' GEO 98.5' 1 '.:i��• ..''.•• CEO .. 1 1 1)15' P . . W. . •.. • 100' 1y Villa Site• BLDd 8 l 1 - / / r / LL / • / / Et0. May31c // 1453 / - / / Scale 1116'=1'-0" ' Al /\ Materials Testing & Consulting, Inc ? > Geotechnical Engineering•Materials Testing•Special Inspection•Environmental Consulting il c Ir'llate regal%do t<uasu”` � May 18, 2017 Allan Schroeder /18. Portalis LLC 4819 Portalis Way ips Anacortes, WA 98221 Qor •al@portalishomes.com C/ ?0pp (360)202-6145 'per A4N-1CO3 Subject: Report of Geotechnical Investigation Proposed Residential Development 4938 Portalis Way Anacortes, Washington MTC Project No.: 17B067-01 Dear Mr. Schroeder: At your request, Materials Testing & Consulting, Inc. (MTC) has completed a geotechnical investigation, including site visual reconnaissance, targeted subsurface testing, and review of available geologic literature at the above referenced subject property proposed for multiple duplex-style home developments. The project vicinity is a low-lying coastal margin on the northwestern edge of the City of Anacortes. To the northwest of the site is the Washington State Ferry Terminal followed by forested and relatively undeveloped lands. To the south and east of the project site are similar style homes built in earlier phases of the Portalis Homes sub-development. Further south, on rising hilly terrain are similarly developed single-family residence communities. To the north of the project site is a low lying marshland followed by the shoreline bordering the western Guemes Channel. MTC understands that the client intends to continue phase development of the Portalis Homes Development with four duplex-style homes that include two-story floor plans and top-level garages with slab-on grade driveways. During previous site development, the client reports that a large gravel-borrow pit located within the vicinity of proposed building footprints was filled with potentially unsuitable materials. The client has requested geotechnical site evaluation for alternate foundation support including pin piles due to known unsuitable fills placed within building foundation footprints. The following report presents the findings and conclusions of our targeted site investigation, addresses the feasibility of proposed development as detailed below, and provides geotechnical recommendations Corporate • 777 Chrysler Drive • Burlington, WA 98233 • Phone 360.755.1990 • Fax 360.755.1980 SW Region • 2118 Black Lake Blvd. S.W.• Olympia, WA 98512 • Phone 360.534.9777 • Fax 360.534.9779 NW Region • 805 Dupont, Suite 5 • Bellingham, WA 98225 • Phone 360.647.6061 • Fax 360.647.8111 Kitsap Region • 5451 N.W. Newberry Hill Road, Suite 101 • Silverdale, WA 98383 • Phone/Fax 360.698.6787 Visit our website: www.mtc-inc.net Portalis Homes Geotechnical Study Materials Testing&Consulting,Inc. May 18,2017 Project No.: 17B067-01 for underpinning toward final foundation design. MTC has performed this site investigation in accordance with project discussions with the client and design team. A summary of MTC's observations, findings, and interpretations to date are provided herein. Site Investigation Methodology: Site exploration activities were performed on April 24, 2017, and involved advancing five geotechnical hollow-stem auger (HSA) boreholes among proposed development areas per the project proposal. Exploration locations were selected in general accordance with proposed building and facility locations provided by the client and in areas of expected fill soils based on prior development research. Explorations were field-located by an MTC Licensed Geologist and adjusted as necessary for access and underground utility considerations. All borings were advanced to contracted depths and terminated as planned at the request of the client, upon reaching firm native soil conditions. Standard penetration test (SPT) blow counts were recorded during borehole advancement. Disturbed soil samples were collected by split-spoon at 2.5-foot intervals for the upper 10 feet and every 5 feet thereafter for all borehole locations. Borehole B-1 was advanced within the footprint of the southwestern building garage, on a previously excavated pad near the planned footing grade. Borehole B-2 was advanced approximately 25 feet to the west of the existing cul-de-sac, near the corner of the proposed southeastern building footprint. Borehole B-3 was advanced near the center of the two southern building footprints, on a pad approximately 10 feet below the existing pad where B-1 and B-2 were advanced. Borehole B-4 was advanced approximately 30 feet to the west of B-3 along the northern foundation footing line of the proposed southwestern building footprint. Borehole B-5 was advance approximately 20 feet to the south of the existing cul-de- sac near the southeastern corner of the northeastern most proposed building footprint. Borehole B-1 was advanced to a termination depth of 41.5 feet below present grade (BPG). Boreholes B-2 was advanced to a termination depths of 21.6 feet BPG and B-3 was advanced to a termination depth of 21.7 feet BPG. Boreholes B-4 and B-5 were advanced to a depth of 3.1 and 4.0 feet BPG, respectively, upon reaching firm native soils. Exploration locations are shown in Appendix B, Figures 2A and 2B, on the aerial photo depicting existing building and exterior surface conditions and on a site plan showing proposed building locations. On May 3, 2017, a supplemental site visit by an MTC Licensed Geologist was performed following excavation activity within the upper pad of the southwestern building footprint, near the advancement of borehole B-1. The contractor had removed approximately 5 feet of fill materials base on the subsurface findings at B-1 and uncovered additional depths of fill materials on the eastern portion of the pad. MTC personnel observed the newly excavated surface, then directed and observed the excavation of a test pit 2 Portalis Homes Geotechnical Study Materials Testing&Consulting,Inc. May 18,2017 Project No.: 17B067-01 performed approximately 8 feet to the east of borehole B-1. The test pit was terminated at 8 feet below present grade (BPG) upon reaching firm native soil conditions. Test pit location is shown in Figures 2A and 2B of Appendix B. A project location and vicinity map is shown in Figure 1, Appendix A. An overview site plan showing general lot conditions and boundaries is shown in Figure 2A, Appendix B, with testing locations provided on the detail site plan in Figure 2B. Photographs of site specific details were taken during site visit and are shown in Appendix C. A USCS soils exploration log key is provided as Figure 3, with subsurface exploration results presented in Appendix D. Laboratory tests were performed on selected soil samples in accordance with ASTM standards to determine index and engineering properties of the site soils. Tests included supplementary soil classification, grain-size distribution analysis, hydrometer analysis, natural moisture content, and organic content. Laboratory test results are presented on test reports included in Appendix D. Site Conditions: The project site is located on the western boundary of the Portalis Homes sub-division, placed on the western edge of the Anacortes, Washington off SR 20. The site borders the WSF Anacortes Ferry Terminal to the northwest and is adjacent to low-lying marshland that opens to the Guemes Channel to the north. Portalis Home sub-division extends to the northeast of the project site with prior phases of development by the owner. Homes within the development are stylistically similar, up-scale duplexes and single-family residences. Properties to the south are also partitioned into sub-development type communities at an elevation gradually rising to the south from the project site. The new development site is roughly rectangular in shape and approximately 100 feet wide by 200 feet long. Within the subject property, topography descends to the north from the southern edge of the property at an angle of 5 to 10 degrees, with early earthwork benching performed in the general vicinities of the duplex-style buildings. Currently, the northwestern-most building of this project phase has foundations constructed with a deepened day-light basement below the garage and driveway areas to accommodate for unsuitable soils at planned grade encountered during original construction. The majority of the sit has undergone some degree of site preparations including stripping of vegetation and topsoil and initial benching for building foundation subgrades. The foundation benches on the property are approximately 10 feet high and extend 15 to 20 feet on grade. The soils on these surfaces appear as brown sand with silt and gravel with scattered organics, similar to pit run material. Outside of the cleared and excavated areas, native grasses and brush are observed along the west and eastern boundaries of the site with a 3 Portalis Homes Geotechnical Study Materials Testing&Consulting,Inc. May 18,2017 Project No.: 17B067-01 string of mature evergreen trees lining the western property boundary. The property descends from the building areas to a detention pond stormwater facility to the north. Subsurface Conditions: A general characterization of on-site soil units encountered during our exploration is presented below. The exploration logs in Appendix D present details of soils encountered at each exploration location. The on-site soils are generally characterized as follows in stratigraphic order to depth: • Fill Soils (SM-SW)— Silty Sand to Sand with Silt and Gravel: Apparent uncontrolled fill soils were encountered in all five borehole locations from the surface to various depths, extending to depths as shallow as 1.0 to 2.8 feet BPG on the northern portion of the site at B-4 and B-5, and as deep at 15 to 17 feet BPG at borehole locations of B-2 and B-3. Contents, character, and density varied by site location. Soils typically consisted of silty sand to sand with silt and various amounts of gravel, interpreted to be the uncontrolled fill used as backfill for the historic borrow pit from early site development. The soils were locally variable but generally loose to medium dense, damp to wet, and dark brown in color, containing variable amounts of organics and buried foreign materials. Loss on Ignition(LOI) analysis was performed on samples from boreholes B-2 and B-3, yielding organic content in samples up to 5 percent by volume. Visual observations of other samples and during supplementary excavation observations reported up to 10 percent organics by volume within the fill soils. Based on variable depths of fills from borehole locations throughout the site and observations of excavations during the supplemental site visit,the borrow fill pit appears to thicken away from the location of B-1 at 3 to 5 feet BPG to the east toward B-2 at 15 feet BPG. The pit also appears to be constrained from south to north with thicknesses of 1.0 to 2.8 feet BPG at B-4 and B-5 toward southeast and south toward B-3 indicating a thickness of up 17 feet. Thickness of the fill pit along the eastern portion of the property was not explored due to site access and utilities along the cul-de-sac, but thicknesses could be expected to be up to 20 feet or greater. • Native Glacial Deposits (SM-SW-ML) — Primarily Silty Sand, some Sand with Silt and Silt with Sand: Predominantly fine-grained native deposits were encountered at all boring locations beginning as shallow as 1.0 to 2.8 feet BPG in B-4 and B-5, and as deep as 17 feet in B-3. Soils generally consisted of silty sand with intermittent lenses of sand with silt and silt with sand. These soils were consistently light gray in color, typically medium dense to occasionally dense and generally damp to wet occurring at and below the apparent water table observed only at B-1 location. Silt 4 Portalis Homes Geotechnical Study Materials Testing&Consulting,Inc. May 18,2017 Project No.: 17B067-01 and sand variations in the unit were localized and did not correlate as continuous layers throughout the project site. The profile also contained some narrow interbedded lenses of silt to clay observed irregularly with variable amounts of gravel. This unit may be interpreted to correlate with mapped Vashon Stade glacial till soils, although silty sand soils may represent drift or outwash units with the compacted nature of till soils not observed. At location of borehole B- 1, drilling advanced approximately 37 feet through the native glacial deposits, whereas in other locations borings were terminated upon reaching firm conditions within the native deposits. No surface water features or apparent seasonal channels were observed at the building area during MTC's site reconnaissance. The ground surface in the stripped central area of the proposed residential building pads was damp upon arrival at the site. The closest,natural surface water feature to the building are is a marshland approximately 700 feet to the northwest and the shoreline of the Guemes Channel approximately 1,200 feet to the north. Atmospheric conditions during the site visit were sunny and dry. Groundwater was encountered in borehole B-1 during explorations, the deepest of all exploration borings. At B-1, groundwater was encountered at 34.6 feet BPG. No perched groundwater horizons were observed throughout the soil columns explored and no obvious signs of groundwater alteration aside from minor orange mottling in soils at B-5 in the upper section of the native soil. This alteration is interpreted as downward migration of meteoric water and not representative of groundwater levels. MTC's scope of investigation did not include determination of seasonal water condition variations or conclusive measurement or monitoring of groundwater conditions during and after field operations. Summary of Geologic Literature Review: The Washington Interactive Geologic Map, published by the Washington State Department of Natural Resources (DNR) indicates that subsurface geology of the entire project site is mapped as unit Qgt(v)- Quaternary Vashon Till of Fraser-age. The Vashon till is described as a dense diamicton of unsorted clay to boulder-size particles deposited on land by an advancing continental glacier (Lapen, 2000).Native soil conditions encountered in the field, interpreted as unsorted silty sand to sandy with varying amounts of gravel, correspond with the results of literature review. The NCRS Web Soil Survey maps the entire area of study as the Terric Medisaprists with 0 to 2 percent slopes. The depositional landform is backswamps and depressions and the soils are derived from mixed organic material over glacial drift. A typical soil profile consists of much to 17 inches and silty clay below to depths of 60 inches or greater. Depth to the seasonal high (perched) water table commonly ranges from 0 inches, and the soil is broadly classified in Hydrologic Soil Group C/D. Capacity of the most limiting layer to transmit water (Ksat) is moderately low to moderately high, ranging from 0.06 to 0.20 inches per hour. Depth to restrictive conditions is listed as typically more than 80 inches. 5 Portalis Homes Geotechnical Study Materials Testing&Consulting,Inc. May 18,2017 Project No.: 17B067-01 The Washington State Department of Ecology Coastal Zone Atlas (CZA) maps the project area and vicinity including slopes to the east and west of the site as stable. The beach area to the north of the site is an accretionary shoreform with a sediment transport zone to the west and modified zones to the east. The majority of beach in the project vicinity is an accretionary shoreform, which means that the shoreline has a relatively stable berm and backshore that has been built by long-term deposition of sand and gravel transported by water or wind action. Additional research included review of documentation of prior site fills and testing, provided by the client. During earlier stages of Portalis Homes development (2003-2004), MTC was contracted to perform site soils investigations and compaction testing of filling operations of a borrow pit located in the vicinity of the new development. During review of site documentation, general dimensions and locations of fill pits were established and used for targeted testing of current soils investigations. Dimensions and location of borrow fill pits are estimated based on available documentation and should not be considered absolutely definitive. Foundation Discussion and Recommendations: The results of MTC's geologic research, site reconnaissance, and field explorations at the project site indicate the residential development including the three remaining duplex-style building foundations as proposed are feasible given suitable site-specific design measures are applied and by following the guidelines and recommendations presented below for deep foundation reinforcement of shallow footing elements. The encountered site conditions present a practical challenge and increased cost of building development compared to a similar scale of construction for a typical site condition with competent soils present at surface. In summary, various portions of the building vicinities appear underlain by soft or loose sensitive organic-rich uncontrolled borrow-pit fill, with interpreted competent glacial deposits at depth as encountered during boring advancement and associated SPT consistency data. The prevalent organic- rich uncontrolled fills are not suitable for long-term support of building loads due to a high risk of settlement. Glacial soils at depth below uncontrolled fill were found to be generally intact and resistant, and are considered favorable for deep foundation support. Alternatives to underpinning in areas with thick sections of uncontrolled fill, such as full overexcavation or partial replacement and reinforced earth construction, are not considered preferable in these areas due to limited space constraints at the site and unknown thickness of fill in the vicinity of the existing cul-de-sac extending to the east of the site. In footing locations near the fringe of the borrow-pit where uncontrolled fill materials are relatively thin, it is feasible to perform shallow excavation of fill soils down to competent glacial soils, followed by backfill with compacted import, structural fill. 6 Portalis Homes Geotechnical Study Materials Testing&Consulting,Inc. May 18,2017 Project No.: 17B067-01 Assuming MTC's recommendations are followed, construction at the proposed locations appears feasible by employing perimeter foundations and grade beams supported by driven steel pin piles in areas of deep uncontrolled fill bridging to shallow overexcavation and structural backfill on the western and northern fringes of the borrow-fill. If the proposed style or extent of construction changes, MTC should be contacted to consult on foundation design and provide new or revised recommendations as necessary. General Construction Recommendations MTC recommends that at minimum all structural load-bearing elements of the foundations, on the southeastern portion of the project site where thick sections of unsuitable, uncontrolled fill materials, be supported by driven hollow-core steel pin piles attached directly to the footings or grade-beams supporting footings. Due to the high organic content and soft nature of these uncontrolled fill materials presenting a significant risk of differential settlement, it is also recommended to structurally underpin any slab-on-grade areas in the borrow-pit vicinity. Typically, this entails utilizing supporting grade beams on pin piles below or incorporated within a structurally-reinforced slab. Considering this will add significant cost over typical slab construction, it may be preferable to avoid slab-on-grade elements where feasible. Recommendations for pin pile design and construction are provided below. For areas where foundation elements are located on the western and northern edges of the borrow-pit near B-4 and B-5, where uncontrolled fill are relatively thin, it is feasible to remove the shallow, overlying uncontrolled fills down to suitably firm native soil followed by construction of footing on native soils or compacted structural fill placed on firm native subgrade. Recommendations for shallow overexcavations, footing preparations, and structural backfill are provided below. Current site conditions reside with the majority of cover soils within building areas absent following prior site preparations. Existing conditions are variable with unknown competency of the underlying, organic- rich uncontrolled fills. Due to their consistency and organic content, uncontrolled fills may be highly sensitive to construction operations. In order to provide a suitable working area and generally stable base for construction activities including foundation placement, we recommend installing a 12 to 18 inch base pad of material consisting of structural-quality fill. This site preparation should be completed prior to pin pile installation and may be touched-up after piles are in place with hand-operated equipment if required to level foundation or slab areas for concrete forming and placement. Existing conditions on the western and northern edges of the borrow-pit which meet or exceed this criteria are suitable for this purpose without further alteration. Pad fill should be spread and compacted to a firm, unyielding condition by a combination of machine track-walking and small machine compaction (roller or plate compactor). However, overcompaction and vibratory action should be avoided, and no large compaction equipment 7 Portalis Homes Geotechnical Study Materials Testing&Consulting,Inc. May 18,2017 Project No.: 17B067-01 should be used. We recommend pad fill placement and compaction be observed and verified by an MTC representative. Shallow Foundation Recommendations We recommend all uncontrolled fills and unsuitable soils be removed from footing and slab-on-grade alignments and locations down to suitably stiff native conditions. Based on boring logs and SPT data, suitable native soils are expected to be encountered along the western and northern fringes of the borrow- pit at depths of 1.0 to 5.0 feet below the existing cut along the western building area at B-4 and B-1 respectively, and approximately 3 feet below the existing surface southern edge of the northeastern-most building location at B-5. Structural fill can be placed following overexcavations to resume planned footing grades, or alternatively the client may choose to deepen footings by way of heightened stem walls for placement directly on native bearing soils. The alternative option should be consulted with the design engineer if considered. To ensure lateral and bearing support for continuous strip and column foundations, structural backfills should extend a distance past each edge of the base of the footing equal to the depth of structural fill placed below the footing, up to a maximum of 2 feet in the case of this project construction. For example, for a 2-foot wide perimeter footing, a 1.5-foot thick structural backfill is recommended for a total width of 5.0 feet(1.5 feet each side equal to depth,plus 2-foot width of footing). We recommend final foundation subgrade conditions be evaluated and confirmed for suitability during earthwork construction once overexcavations are completed as described above, and prior to any backfilling with structural fill material. Fine-grained subgrades should be prepared with a smooth-edged bucket to minimize disturbance. Where subgrade disturbance is unavoidable, and for any coarse-grained native soils if encountered, we recommend the subgrade be recompacted before backfilling and/or foundation construction to ensure a consistently firm and unyielding subgrade. Small equipment such as hand-operated rollers,plate compactors, or jumping jacks are considered suitable for this purpose. Backfill of Overexcavations and Foundation Elements: For backfill of overexcavations below foundation elements, and against foundations as needed, approved structural fill should be employed and compacted to a firm and unyielding condition and at 95% of the modified Proctor dry density per ASTM D1557. Backfill soils are recommended to be suitably free- draining, granular and well-graded meeting project specifications. We recommend imported structural fill material should conform to WSDOT Standard Specifications Section 9-03.14(1), Gravel Borrow, of the most recent edition (at the time of construction), or approved equivalent. Prior to placement and compaction, structural fill should be moisture conditioned to within 3 percent of its optimum moisture 8 Portalis Homes Geotechnical Study Materials Testing&Consulting,Inc. May 18,2017 Project No.: 17B067-01 content. Loose lifts of structural fill shall not exceed 8 inches in thickness; thinner lifts will be required for compaction using small machinery or hand-operated equipment. To prevent the build-up of excess lateral pressures, overcompaction should be avoided behind retaining wall features and buried foundation walls, if present. However, a lesser degree of compaction may permit excessive settlements. We recommend backfill within 5 feet of any retaining wall-style foundations or free-standing walls be compacted by small equipment, and placed in 6- to 8-inch loose lifts. Compaction efforts should begin along the fill edge closest to the wall and progress away from the structure. We recommend that MTC be contacted to verify imported materials proposed for use as structural fills,to perform laboratory analysis for proctor determination, and for compaction testing during backfill placement. A sufficient schedule of tests should be conducted to establish methodology and ensure fill installation meets compaction requirements. The number of tests required will vary depending on the fill material, its moisture condition and the equipment being used. Initially, more frequent tests are typically required while the contractor establishes the means and methods required to achieve proper compaction. Pin Pile Design Recommendations Pin piles are recommended to support new structure foundations and slab-on-grade elements if proposed, which appears feasible based on the results of our site explorations. As a conservative design assumption, MTC recommends the contribution of pin piles to lateral foundation support be considered insignificant due to the low-strength soils and anticipated small diameter of piles utilized. MTC assumes the pin piles will be encased directly into concrete foundations and attached to the footing via re-bar or similar attachment (to be specified by the structural engineer). Therefore, the pin piles will be subject to a fixed-head scenario with effectively no rotational or lateral effect. Allowable axial capacity is addressed below. MTC recommends 3-inch minimum to 4-inch maximum pin piles (schedule 40 steel) may be used for the new foundation construction. Corrosion-resistant pipe (galvanized or equivalent) should be employed due to the organic-rich subsurface soils. An allowable single-pile axial capacity of 8 kips or 14 kips maximum is recommended for 3-inch and 4-inch diameter hollow-steel pipe piles respectively, when driven to refusal on resistant conditions. We generally do not recommend 2-inch diameter piles be used for new construction applications. However, if some elements are well suited to low-capacity concentrated distribution, 2-inch schedule 80 pipe may be used with a 6-kip maximum axial capacity. These pile capacities are provided taking into account the documented site soil conditions, as well as industry-standard practices and past experience in the regional area for pin pile construction. Use of 9 Portalis Homes Geotechnical Study Materials Testing&Consulting,Inc. May 18,2017 Project No.: 17B067-01 higher pile capacities may be possible if load testing were performed under continuous observation of pile installation, verifying embedment and refusal conditions. If load testing is required by the design engineer or local municipalities, performance should be in accordance with industry standards. This typically entails use of the ASTM D1143-81 "Quick Load Test Method"to verify pile capacity is reached up to twice the design value for a minimum of 3% of piles (1 minimum, 5 maximum per project) without failure due to excessive settlement of the test pile under short-term loading. In this event, MTC should be contacted for consultation on final design capacities. Actual pile locations, spacing, and foundation attachments shall be determined by the structural engineer. MTC anticipates that 3- to 4-foot on-center spacing of piles is feasible, given typical building loads for residential construction and common underpinning practices, to be confirmed or revised by the engineer according to final design requirements and as needed during site preparations. However, alternative layouts should also be determined by the structural engineer for any concentrated loads if present. Pin Pile Construction All piles shall be driven to refusal with minimum criteria as determined based on the size of the pile and proposed mechanism of installation. If low capacity 2-inch or 3-inch piles are driven using appropriately sized pneumatic hammer equipment, we generally recommend refusal criteria of less than 1-inch advancement over 60 seconds be applied. Piles of 3-inch diameter driven with appropriately sized hydraulic equipment typically require refusal criteria ranging from around 10 to 30 seconds per inch maximum advancement. MTC shall be contacted to consult on and confirm pile construction refusal criteria based on the contractor's proposed installation methods prior to the start of pile driving activities. Maximum pile eccentricity shall be limited to 4 inches, unless otherwise planned as battered for increased lateral resistance per the engineer. We anticipate refusal will be reached after encountering resistant glacial soils at depth, however we recommend embedding into hard material as possible to meet or exceed minimum refusal criteria to ensure proper bearing support. Based on our boring logs and associated SPT testing, which typically is a decent approximation of pile driving behavior,minimum pile lengths (from footing attachment to refusal) of up to 15 to 20 feet or locally greater are anticipated in the building locations near the identified, pre- existing fill pit. Early refusal of individual piles at depths above those contacting dense or hard glacial soils as documented herein are considered not acceptable given the sensitive organic-rich nature of the upper fill deposits. We recommend that pile placement continue as close to the thinning edge of the borrow-pit as possible without piles being less than 5 feet between the bottom of the foundation element and the anticipated firm native surface in order to retain the structural functionality of the piles. 10 Portalis Homes Geotechnical Study Materials Testing&Consulting,Inc. May 18,2017 Project No.: 17B067-01 If early pile refusal is encountered at depths less than those recorded by field exploration,pile acceptance shall be evaluated by the geotechnical consultant in consideration of achieved depth, observed driving behavior, and adjacent pile conditions. Lesser lengths of individual piles may be permissible on a case- by-case basis. However if refusal is encountered at an excessively shallow depth (within loose upper deposits), MTC recommends an alternative driving location be attempted at minimum 3*d (three times pile diameter) and at maximum 5*d on-center from the refused pile. Final acceptance of installed piles shall be at the discretion of the geotechnical consultant and structural engineer. MTC recommends that we be contacted to review proposed pile plans and specifications, to ensure they are consistent with the intent of the recommendations provided herein. In addition, MTC recommends that we be retained for construction phase testing, observation, and engineering consultation services relating to pile installations. Such services may include but are not limited to geotechnical consulting, pile driving observation and documentation, and special inspections such as welding if required. We recommend pile installation be observed and documented on a full-time basis by an MTC representative to ensure refusal criteria are met and to provide a record of subsurface construction. If conditions are encountered which differ from those described herein, MTC shall be contacted immediately for consultation and to provide alternative recommendations if required. 11 Portalis Homes Geotechnical Study Materials Testing&Consulting,Inc. May 18,2017 Project No.: 17B067-01 Closing Remarks: MTC recommends that we be contacted if any further site evaluation or design-phase geotechnical services are required in advance of the building construction. In addition, MTC recommends that we be retained for construction phase testing, observation, and engineering consultation services as may be needed. Such services may include but are not limited to geotechnical engineering consulting and earthwork support consulting, subgrade verifications, compaction testing of fills, laboratory materials analysis, and special inspections if required. Mr. Schroeder, we trust this report presents the information you require. If you have questions, please do not hesitate to call. Respectfully Submitted; AiiipiS , , / . V:.4 ear "- IF*074440?k ' \ 4 l�r` :,t Lj Iv ,0966 `NAp eO Ge°. �' O '��cr Iwo ' r 5-18-2017 4 ST - G+ 5-18-2017 John R. Gillaspy s-*ANAL. v John R. Gillaspy, L.E.G. Medhanie Tecle, P.E. NW Region Geotechnical Division Manager Engineering Division Manager A e4--' teef164/1Pe Additional preparation by: Cass Dimitroff Staff Geologist Attached: Limitations and Use of this Report Appendix Al. Site Vicinity and Location Maps Appendix B: Exploration Locations Appendix C: Site Photos Appendix D. Exploration Logs Appendix E. Laboratory Results 12 Portalis Homes Geotechnical Study Materials Testing&Consulting,Inc. May 18,2017 Project No.: 17B067-01 Limitations and ^Jse of This Report Recommendations contained in this report are based on our understanding of the proposed development and construction activities, our field observations and exploration and our laboratory test results. It is possible that soil and groundwater conditions could vary and differ between or beyond the points explored. If soil or groundwater conditions are encountered during construction that vary or differ from those described herein, MTC shall be notified immediately in order that a review may be made and supplemental recommendations provided. If the scope of the proposed construction, including the proposed loads or structural locations, changes from that described in this report, our recommendations shall also be reviewed. We have prepared this report in substantial accordance with the generally accepted geotechnical engineering practice as it exists in the site area at the time of our study. No warranty, expressed or implied, is made. The recommendations provided in this report are based on the assumption that an adequate program of tests and observations will be conducted by MTC during the construction phase in order to evaluate compliance with our recommendations. Other standards or documents referenced in any given standard cited in this report, or otherwise relied upon by the author of this report, are only mentioned in the given standard;they are not incorporated into it or"included by reference", as that latter term is used relative to contracts or other matters of law. This report may be used only by Mr. Allan Schroeder, the client, and his design consultants and only for the purposes stated within a reasonable time from its issuance, but in no event later than 18 months from the date of the report. Note that if another firm assumes Geotechnical Engineer of Record responsibilities they need to review this report and either concur with the findings, conclusions, and recommendations or provide alternate findings, conclusions and recommendation under the guidance of a professional engineer registered in the State of Washington. The recommendations of this report are based on the assumption that the Geotechnical Engineer of Record has reviewed and agrees with the findings, conclusion and recommendations of this report. Land or facility use, on- and off-site conditions, regulations, or other factors may change over time, and additional work may be required with the passage of time. Based on the intended use of the report, MTC may recommend that additional work be performed and that an updated report be issued. Non- compliance with any of these requirements by Mr. Schroeder,the client, or anyone else will release MTC from any liability resulting from the use of this report by any unauthorized party and Mr. Schroeder agrees to defend, indemnify, and hold MTC harmless from any claim or liability associated with such unauthorized use or non-compliance. We recommend that MTC be given the opportunity to review the final project plans and specifications to evaluate if our recommendations have been properly interpreted. We assume no responsibility for misinterpretation of our recommendations. The scope of work for this subsurface exploration and geotechnical report did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous substances in the soil, surface water, or groundwater at this site. 13 Portalis Homes Geotechnical Study Materials Testing&Consulting,Inc. May 18,2017 ProjectNo.: 17B067-01 Appendix A. SITE ILO ATI(K AND VICINITY Regional Vicinity Boy j551fd iM1�eta1 Ncf Whitney seSri Oosh bsa i tiJ C4 . ,... _. u\ice Project Location sVI'1 S'` 'a Qw o'3 SI-gp Harbor ror Inn ` Maps Source: rc Google Imagery 2017 Materials Testing& Consulting,Inc. Regional Site Vicinity FIGURE 777 Chrysler Drive Portalis Homes Geotech Burlington, WA 98233 Portalis Way 1 Anacortes, WA 14 Portalis Homes Geotechnical Study Materials Testing & Consulting, Inc. May 11 , 2017 Project No . : 17B067-01 A s 1 endix B . EXPLORATION LOCATIONS v > A t:'q•,„` , % O l r :< .a F .. • LS • oreho.le Location (`l�ypi cal I. ' i /.,. . . = m s. s • et „k trS }}, P l`` Yy" F' ` ' ' i I ya. JNm . . \Fla Z:: :� 4 • 3.. ea .if" ';.$R.n ax< .t ,a . as : ./. w„ : ; ' it �:f al �{ e ..n ..: '. .. ...fib. n' ` i >< C S>+^` • ., � i, : .. . in. . .. .•.'. . : . , : <Q` < . » e.!''." . : .. .a; _, ib v. .. . ::.¢::J ..,. . a¢' .. .."\:`z'L` >n:Y� n �:.`::� �'T.:ra„a a. d2 x 3 fi> Y(a: ,p . . . .. \ .. .` . : . . 'At :a > `» ?Sz. �.. a RYA . `L . .. ", d .. j V,.. `\, gY.• a , a,, Yd' t <:k�: . > . a.(R:n;(`: � b� „ ��;.:�: `'`A •jtY : ' .L S/{1� � � . la�tiaaA �.' ::�"r�' 9a ` \F„ :\'V a •:9\/"',\: `<:;5�) "}: "� .^ka1`"/. "iCa.i lk.: ..,• ".+4,` T .E . 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Y `. •J v',^.� a` \ '.Y.' ��,> Qn}y\y : 'C<JCa. .; t t y i': �a:.$;'1 .:v<5::31� .' :y QCr<Y'iAS.". �4'+ >:.t . :.': kEI✓ , Y•r. ,;.; r¢� : ' _ ., ? ,: : Tes Pitcoca ton � S • :2Z.,'�/>••••za• ,^< y,5 ,.<�,+ ' :•L`> tk v'.'` w+ta .e;tiMd.",k :'t `kt � ` <d: AO., tkk iXak <;w:}`Y' <'.".. .,CS`f\•],k.^ `":C� t `' ?.JJl. \•Y .�: : a � ..:,,. ..�. .": l,:..,: ice . 'n<k A l}.,C:...°.. ., .<.,... .v'..,> Y. 3�:. <a .A,f '&p.'N:n:i:._,'',c:�• .<. ..:`:jlN<�.. �>� ' 1,..;.%:.:"j.AN % • �35. > ) .> .„R x Yv : A �Aer xhJ" � Ii ' @ ' :(d " t•" ` :-. ..u. .. . • • • • • ¢: . f , . . . : . a3a ` ' : j ' �• p � • \" 'Y i : 2r, ;t" ' Ci+ av : \\ ; , 0 a • rtspz • 44 , <! . :?okit f s 4P:. ::. . ' -->. a. kt : • �,`\t JY:�'n wok: �.5�., _ b`...k n: ;} ` .% 1 ,k'. a•' .0 ",. ... vY .. .. n ' " vA34i%#Q b(diYf ;«:<c�' � ( Y 1'>v1Gk".[K• ;:]\iF[1VQ\\ vr�'x b5� � w:♦'�:Ct`:i"--A�� a�r'ia �»t• • y,talZ£ a ♦ .a . s • Z. ::. \\ . . . .a..v: a. liiF< <1hw :. . P. �r.` <�.�^.`.�;..:;:.,;::�; : ^p4 . k} r . ,,<�. a "a . a;. . . . , a ;a . . . <a, < : . '.,�._.r .: ,.s .:, `;�:r� a. , - .:>i, va _, n.`��s;• :. ... "'Y Y; <, A \ , n Sn 9 • W ` ikr IP p) S • :.ti" ,x L z\ ' 'i Fie. ' eA'' "'``< ": '.• .'" x,:i ;:‘.,o kt ' .`s 3 s e � .. • ; • z ,s ,a Maps Source : SCALE IS APPROXIMATE Google Maps 2017 SCALE (FEET) * Not for Construction * Overlay by MTC 4-24- 17 1 inch 60 feet Materials Testing & Consulting, Inc . Site Photo with Test Locations FIGURE 777 Chrysler Drive Portalis Homes Geotech Burlington, WA 98233 Portalis Way 2A Anacortes , WA 15 Portalis Homes Geotechnical Study Materials Testing & Consulting, Inc. May 11, 2017 Project No.: 17B067-01 IY:.:1C -1% �� S6 6O .:.« Y 1 ,:. 1be ..xr _ ,, i 3..... Y4 __ df. Y }I' a rw WFYT' - - - --- - I - -- - I - - - � -- - i - - - ; �f1C �' , _ 4'94, ..0L.. 49.35GML I 4 I i# L 41 I � �.. , i 3 1 --,.„,, I :i A :T; i 1 7 . .. . . f� i Ir� I :9.G_ I t . • r -,-2, / /..2.1„...V. . . I Borehole Location- i thitimo '� 1 d E`r 2' • (Typical) .;,z, ot:e ' . f � K 1 a 1 i r f :,t, it ! B ro 'w F 4,y`t 44.i .�'•yi,a, 4 aS, ;' • � ':nor 1 'i3a.'t r ©...•- ,d,•R.k 1, Pit f, .: Af s jrz ■4-".,1 ,3Et .:g _ . e. _r c a•P.. _`" rs k- 4f.P vim. # £ �`+'� }'• r,' , IS . �f,I •'4'•-ic Ts-,1 max„. t �, e4rsi•t't. '1 ' • I __ IsL .T1 __. _ 1 =E..'.:t ' * . ' --,..,.. e . 1 SP. -f„�- ) \—\. I CONNECT',. FITA 'MA�TO STUB AT STREET { - : . ,c,i 4:4 �/ ex I. V ! I I I B-3 I & a i '"" tC*a .1. PORTADS I tic I 4 P F2TA:48 F`PTALJ IS I .‘ * K i.O WAY WAY I 1 WAY WAY 1 1 II 'ham I I •Imo' lg sue; � w r .. .. �yt t� t�p�� 3I� p�� • yam.y emu": im • ..../^r..' C^ 4.4.'tU -f...LZy{xl .i f�'Y 8(/Y4f�� ad � �Y a e Oft`- �•,f .__!L. I B-7 a 't6ts '��" % Y 4 • t Rf NA,1.4 t^ s :;3 y I8:I $ .Z',°x. i,• .4"a i <a•+s:ex�asp..mr "dla a t. 4e I rr.` .. `.` 4t44, . .P.inent ¢ge' ki Ig r:�WAY Test~ Locati n 4 •� _ ill it(Ii __zil t `1 , my. q-,.i-.,j.rr., Ni. i.3� • .. • * • 3k `3��r.a' t•.t ; r ` �\ •, a.'R`:kt""• & 3' 'r- FF,9�ai�i. ..n`vx1�{�.v t .?'r p p • «. `e,e .'�` L J r ,}x._�.y poi R M 1 BLDG • • 1i. • �_� • I. • may. Tw 0 50 I. _ i SCALE IS APPROXIMATE Map Source: Client SCALE (FEET) * Not for Construction * Overlay by MTC 4-24-17 1 inch — 50 feet Materials Testing & Consulting, Inc. Proposed Site Plan FIGU E+ 777 Chrysler Drive Portalis Homes Geotech Burlington, WA 98233 Portalis Way 21E Anacortes, WA w . 16 Portalis Homes Geotechnical Study Materials Testing&Consulting,Inc. May 11,2017 Project No.: 17B067-01 Appendix C. EXPLORATION LOGS Grab soil samples were collected from each exploration location by an MTC Licensed Geologist during borehole advancement. Soil samples collected during the field exploration were classified in accordance with ASTM D2487. All samples were placed in plastic bags to limit moisture loss, labeled, and returned to our laboratory for further examination and testing. Exploration logs are shown in full in Appendix C. The explorations were monitored by MTC personnel who examined and classified the materials encountered in accordance with the Unified Soil Classification System (USCS), obtained representative soil samples, and recorded pertinent information including soil sample depths, stratigraphy, soil engineering characteristics, and groundwater occurrence. Upon completion boreholes were backfilled with native soil and bentonite chips, and capped at the surface with cold patch asphalt. The stratification lines shown on the individual logs represent the approximate boundaries between soil types; actual transitions may be either more gradual or more severe. The conditions depicted are for the date and location indicated only, and it should not necessarily be expected that they are representative of conditions at other locations and times. 17 Portalis Homes Geotechnical Study Materials Testing & Consulting, Inc. May 11, 2017 Project No.: 17B067-01 Unified Soil Classification System Chart Sampler Symbol Description Major Divisions Graph USCS Typical Description •Q • U — k Standard Penetration Test(SPT) Coarse c� • G W Well-graded Gravels,Gravel-Sand Mix- Grained Soils Gravel • .O•° tures Clean Gravels Shelby Tube More Than • -• GP Poorly-Graded Gravels, Gravel-Sand 50%of • • •- �` Mixt• ures Coarse Frac- -��, M Grab orBuk tion Retained GM Silty Gravels,Gravel-Sand-Silt Mixtures More Than 50% On No.4 i California(3.0"O.D.) Retained On Sieve Gravels With Fines .. . No.200 Sieve GC Clayey Gravels,Gravel-Sand-Clay Mix- ., , tares I Modified Cakfornia (2.5"Q.D.) .AL: • • • • • S\iT Well-graded Sands,Gravelly Sands Sand '• • Stratigraphic Contact Clean Sands ' More Than Sp Poorly-Graded Sands, Gravelly Sands Distinct Stratigraphic Contact • • Between Soil Strata. 50%of • . '• _ Coarse Frac- �. .; -\ Gradual Change Between Soil tion Passing .\'°4SM Silty Sands,Sand-Silt Mixtures \ Strata No.4 Sieve Approximate location of Sands With Fines ;?,•r ;i, ------ stratagraphic chance r, S C Clayey Sands,Clay Mixtures Fine Grained lea, Inorganic Silts,rock Flour,Clayey Silts y Groundwater observed at time of Soils With Low Plasticity exploration Inorganic Clays ofLow To Medium Measured groundwater level in Silts & Clays Liquid Limit Less CLexploration,well,or piezotneter Than 50 / Plasticity More Than 50% V Perched water observed at time Passing The OL Organic Silts and Organic Silty Clays of of exploration No.200 Sieve Low Plasticity MH Inorganic Silts of Moderate Plasticity Modifiers Silts & Clays Liquid Limit jo CH Inorganic Clays of High Plasticity Description Greater Than 50 Trace >5 °i OH Organic Clays And Silts of Medium to Some 5-12 �� High Plasticity 4 PT Peat,Humus, Soils with Predominantly With >1— Highly Organic Soils Organic Content Soil Consistency Grain Size Granular Soils Fine-grained Soils DESCRIPTION SIEVE GRAIN SIZE APPROXIIviA'TE SIZE SIZE Density SPT Consistency SPT Blowcount Blowcount Boulders >12" >12" Larger than a basketball Very Loose 0-4 Very Soft 0-2 Cobbles 3- 12" 3 - 12" Fist to basketball Loose 4-10 Soft 2-4 Coarse 3/4- 3" 3/4- 3" `rhumb to fist Gravel Medium 10-30 Firm 4-8 Fine #4 -3/4" 0.19-0.75" Pea to thumb Dense Coarse #10-#4 0.079- 0.19" Rock salt to pea Dense 30-50 Stiff 8-15 Very Dense 50 Very Stiff 15-30 Sand Medium #40-#10 0.017-0.079" Sugar to rock salt Hard > 30 Fine #200-#40 0.0029- 0.017" Flour to Sugar Passing Fines ##200� <0.0029" Flour and smaller Materials Testing & Consulting, Inc. Exploration Log Key FIGURE 777 Chrysler Drive Portalis Homes Geotech Portalis Way 3 Burlington, WA 98233 Anacortes, WA 18 4 -0 © 04-24-2017Pa mgamaEegt Bles$un on of¥tea±nmlm6em &r e7P� o&I& cote c&+gb#\Etkr — = or. v on % \ 01 o a o Depth in Feet ? | . , , . I . . . . f . . . . I , , . . I . . . . o Co c 2 o D a m cn 2 / USCS « 2 $ 0 ƒ % a @ m 0 g W H o \ \ \ \ \ . . . . . \ \ \ \ \ \ / / \ \ \ \ \ \ \ \ \ \ \ \ at.- GRAPHIC / 0tee a -sm et . . . . . . . . . : . w max. :z - . . : w . a � o0 � = a f ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . � . . . . . . . . � � - ca ? 7 E 0 a o � / > CD F r / � ? a O' n ] ƒd § $ -< a ƒ q/ � _s > C j � m - - E I W. 102 � � r- 03 co = * /_ est- \ / E Co q ) � / / ƒ m a _ w a n = 3 c -< /Q > 2 ± m = a o a g = 2 k o � % § 3 k aa — 0a _ E o k f -a @n = _ e 22 — > (0 (0 ° o e a � 5 o ) f \ / q0 / o 0 E \ / 2 e• m g COCD B 13 as -o ii3� � Si 0 EEk \ \ o = _/ 0Co \ƒ Dr -0 In \ M CD 0 -' °- —I \ k a a m m 0 < a 2 $ @m 2 0 / a �_ � a � -, 0 � a2 ED5 / / f - a Er E7 � \ 0 § § Eo e Cu) C0 a = ra 2 \ r CD m oo � m O � z- 9 g \ & co a2 % f / o \ 7 CO Samples ƒ �. 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GRAPHIC o o a CCDD eD .. .. .. .. .. .. .. .. .. .. - CD N n CO = = r1- = z Co —I 0) Z 0 D (IT o co a m — cn v O <_ (0 = = - oop � y cno � � � oZ � i-nm o 0CQ n mN o - so cn o _. _. @a, r D = = A o co c m co x co �1 o n 3 3 m � CL 3 = 3 aar' CO co `c � = � Q et- 0 m �• � r m 0° o73 v - v rtl n s o v 3 a.co ° " is, cn D g co CD co ,_�W.0 41-b) m ° o co Cr O f a = = Qo CD o a � a ivy CO (CD r cnw 0 to n• ° ( oZ a voi (O SW < o � v C 0 0 o cn o 0 cD o � = � _ � m � E9 � � m ° > c0' -I CAcci = a 0' = o X CD = C) a o o cn - r - 0 6 c Qcn 73 co co 3 a D = m es ° 3 Con r -p rn m n m Cr. -'_ c=n o O.S- y �_ 0m o n cn 3 a. o- 3 Z o 0 �, m m O Z o < ° 3 0 o a cn r a — a 3 =. c) w cn 4a co cn Cc 3 a 1 O -a N N a A Div CDom ':co --. < v 3 r o -o 011 0 ° Cl) n o 0 o a 3 .-.,. O -< r1 CO a. N c m m m N = ca - 3 n a CO < m a. o p O co 3 o 0 Op rr r --ir r r r Samples u. Water Level Oa (0 a. co 4 N % Finer than #200 v N a as cr w % Moisture 0 eD co o m o w o BlowCount 1-0 a _o _' "t0 U= N O C v e Q o . = en J o R 9 0 05-03-2017 1\192.168.16.61MTC Files\Burlington Office\Geotechnical Services11 Bur1120171Portalis Geotech1Boring Logs1B-3.bor 1 =. rt cm o cci o cn o Depth in Feet �� o = 1 1 I 1 I 1 1 1 I 1 1 1 1 I 1 c 1 I L 1 1 I 1 o iU o -0tD v E co 0 C - et E cdn USCS E a) CO * n D Cl) a) to fD .. .. ... .. .. .. .. .. .. .. .. .. -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- •--- -- -- -- -- -- -- -- -- .. -- -- -- -- -- - - -- -- -- -- . - - GRAPHIC o o r N fD Z CO .. .. .. .. .. .. .. .. .. r:Z v1 a O D .-. o 'Q'T a cn v0 < cQ 0 0 0 QD � � o jD r- o ( m o• 0(0 A. .' N = - n v -, al 3 • cn r mup -A < tv 2. o = c� D m B W :r * (Dy Om Q Q. 03 0 7 Cyr CO CO D � a CP O N -� v c� o — a v 5' 3 rn N �' v D .0 Ci cr �' O cn cn o - v — At rn O� CL o v m _ .-. = ' D o Cn = = `C can co CD cap o Z j C to c� � D a e 8 s O 0 C -� ZCD -0 0 • cn 0— co o 1-'- 0 m 0. ._,- a o a 0) a 7) m D co 7 cD ,� 0 o 5 c0 O un n' Z CD 7 co -1a 0 N a C1 < �7^ 0 or o c 0 0 ca) a cQ cn R. m = m O m * I-n a E 3 m m a cs) cn 2. a- 0 -, n' C c� --I m = -a 5 I c a v ° o Co Z1 . ov = a m c 3 v c, o n `< = `<o < a < N) I. 0 ❑. O _ CA 3 v 2 (n cn < 0 0 -a N N Co < m a co m m m r o N = 0 3 0 o : rr v rr m 01 v o r Z < o CD CO O = = m 3 Ca- CD CQ 7" cn rn—hc c' 0) 5. --F' ui 3 m op PFr r P - � Samples 0 • Water Level t CO CO 4 co o % Finer than #200 Z GJ :1; a 0 o = j o % MoistureCO 7 m CD co c) - 0 0 0 - Blow Count r" _o pQ 0 _o a O2 = Jrr- 01 • O n Portalis Homes Geotechnical Study Materials Testing & Consulting, Inc. May 11, 2017 Project No.: 17B067-01 Matertials Testing and Consulting Log of Boring B-4 Burlington, WA Geotechnical and Environmental Engineering (Page 1 of 1) Portalis Homes Geotechnical Study Date Started :4/24/17 Portalis Way Date Completed :4/24/17 Anacortes, WA 98221 Sampling Method : Split Spoon 2.5 and 5-ft.intervals Location :40'W of B-3 on N footing line of SW building MTC Project No. 17B067-01 Logged By : CD 0 0 N 0) C 0) 0) co0) t U = a - m u v Blow Count cn EL DESCRIPTION ? c i E 2 Graph o D 0 cn 0 o OCI 0 20 40 60 80 I I 1 l 1 0 FILL: SILTY SAND to SAND WITH SILT AND GRAVEL, loose to medium SM-SW • • dense, damp, minor organics (roots, sticks), gravel up to 1.5" .11 \subrounded, disturbed fill surface. DARK BROWN SM •' NATIVE: SILTY SAND to SANDY SILT, dense, damp to dry, minor silt - : lenses less than 1"thick. LIGHT GRAY 1001 TD: 3.1' Boring terminated upon reaching native soils. No free water observed. 5— O .n H O) 0 J _ O) O m 10 U N O d — To O — a. i.- O m N r 4) U 15 O N O a) _ G) U_ 0 C O v) C_ t m V7 N 20— LL cp cG of cD N ti N 25— 23 Portalis Homes Geotechnical Study Materials Testing & Consulting, Inc. May 11, 2017 Project No.: 17B067-01 Matertials Testing and Consulting Log Of Boring B-5 Burlington, WA g Geotechnical and Environmental Engineering (Page 1 of 1) Portalis Homes Geotechnical Study Date Started :4/24/17 Portalis Way Date Completed :4/24/17 Anacortes, WA 98221 Sampling Method : Split Spoon 2.5 and 5-ft.intervals Location :Approx 50' NW of cul-du-sac, near SE corner of NE building MTC Project No. 17B067-01 Logged By :CD 0 0 4 a) C a) a) c6 C lJ_ N = a) —I m v Blow Count DESCRIPTION E i; 2 g Graph o (3 Cf) 0 o m 0 20 40 60 80 0 FILL: SILTY SAND WITH GRAVEL, loose to medium dense, damp, some _ organics (decaying debris, sticks), gravel up to 2" subrounded, 2 to 4" SM-SW • angular ballast rock at surface. DARK BROWN `. 51 NATIVE: SILTY SAND to SANDY SILT, some gravel, dense, damp to SM-ML : dry, gravel up to 3/4" subrounded, minor silt lenses less than 1" thick. 51 \LIGHT GRAY, faint mottling in upper 4" TD: 4.0' 5— Boring terminated upon reaching dense, native soils. No free water observed. 0 0 J _ O) 0 m 1 0— U N 0 a) _ N (U 0 O — a 0 L co H U U 15— U_ C - V N O a) - d U_ 0 - c 0 cc t 20 LL co co - m 7.7 N 4 c3 25- 24 Portalis Homes Geotechnical Study Materials Testing&Consulting,Inc. May 11,2017 Project No.: 17B067-01 Appendix D. LABORATORY RESULTS Laboratory tests were conducted on several representative soil samples to better identify the soil classification of the units encountered and to evaluate the material's general physical properties and engineering characteristics. A brief description of the tests performed for this study is provided below. The results of laboratory tests performed on specific samples are provided at the appropriate sample depths on the individual boring logs. However, it is important to note that these test results may not accurately represent in situ soil conditions. All of our recommendations are based on our interpretation of these test results and their use in guiding our engineering judgment. MTC cannot be responsible for the interpretation of these data by others. Soil samples for this project will be retained for a period of 3 months following completion of this report, unless we are otherwise directed in writing. SOIL CLASSIFICATION Soil samples were visually examined in the field by our representative at the time they were obtained. They were subsequently packaged and returned to our laboratory where they were reexamined and the original description checked and verified or modified. With the help of information obtained from the other classification tests, described below,the samples were described in general accordance with ASTM Standard D2487. The resulting descriptions are provided at the appropriate locations on the individual exploration logs, located in Appendix C, and are qualitative only. GRAIN-SIZE DISTRIBUTION Grain-size distribution analyses were conducted in general accordance with ASTM Standard D422 on representative soil samples to determine the grain-size distribution of the on-site soil. In addition, ASTM Standard D7348 Loss on Ignition tests were performed on samples containing high volumes of organic content in order to characterize the natural moisture content and organic content by volume for a specific sample size. The information gained from these analyses allows us to provide a description and classification of the in-place materials. In turn, this information helps us to understand engineering properties of the soil and thus how the in-place materials will react to conditions such as heavy seepage, traffic action, loading,potential liquefaction, and so forth. The results are presented in this Appendix. 25 Portalis Homes Geotechnical Study Materials Testing & Consulting, Inc. May 11 , 2017 Project No.: 17B067-01 Sieve Report Project: Portalis Homes Geotech Evaluation Date Received: 26-Apr-17 ASTM D-2487 Unified Soils Classification System - mg4 i ' Project #: 17B067-01 Sampled By: C. Dimitroff SM, Silty Sand with Gravel Client: Portalis Homes Date Tested: 27-Apr-17 Sample Color: Source: B-2 r 10.0' Tested B M. Carrillo dark brown 1d4,CCREDITED siez y' Ctix1 P:�1,85.61.i.5arttt Sam le#: B17-0341 .liii �. c 1... y y� p yy :j 1..TeC Ax':n'X, 'C,. .WS, i�/' i-..� .• ::D�.»�� ii � ::�.. -.�'�. <L€!:•��s� :A y�.5$. 1.Y -Y3 �... �,�+": ::i>as%�c.o, caw. <_. �._., r :::.:....:�?�. - -:��.:::Y .. . >:: .. ;l"lttia� � >.�.'�'.-' �� : f'. �..:.. �:-_7 .��i�. � .,;..,.... .:r.(w. .cr„ , : • '" ...°'�.?S .t3s.F..h`... ..;7c�, .....6'lrl.n..:F s.... `.'<�.. D(Sm= 0.017 mm % Gravel= 28.0% Coeff. of Curvature, Cc = 0.48 Specifications D(10)= 0.034 mm % Sand= 49.9% Coeff. of Uniformity, Cc= 42.72 No Specs D(I5)= 0.051 nun % Silt& Clay= 22.2% Fineness Modulus = 3.17 Sample Meets Specs ? N/A D(30)= 0.153 mm Liquid Limit= n/a Plastic Limit = n/a D(50)= 0.471 mm Plasticity Index= n/a Moisture %,as sampled= 11.3% D(60)= 1.446 mm Sand Equivalent = n/a Req'd Sand Equivalent= D(90)= 24.601 mm Fracture %, 1 Face= n/a Req'd Fracture%, 1 Face = Dust Ratio= 17/38 Fracture%, 2+Faces = n/a Req'd Fracture %, 2+ Faces = _ s AB,"(.�.�'��.(,{�+. M1 xAS �,yi ..? iiiiiiiiii! :' .r igih ��.Yh tSiiiiiSMititit__ �<. ..\�iSi�::> Y :'. 'i � 1i.1 �y�S .. .� �9114 ....: $O \...n :..... \ Actual Interpolated �f Grain Size Distribution __ ___ Cumulative Cumulative _ _ -_� Sieve Size _ __^ Percent Percent Specs -� Specs 9,- &, g$o to bin !,,',> ' 5, N Sao ti 5 1f li L RiY R0 US Metric Passing Passing Max Min t00%tot-Attic tit art"eti#fe- 4*-Art Ails this 4(stl -r-- T.li�-r-r-+---'---- Im.°% 12.00" 300.00 100% 100.0% 0.0% 1 III . dill . 1 III I I i1 1 l il;.s I I lI; ; i I� I Ii I i i . Ili:: . I !ii I I Ill 10.00 250.00 100% 100.0% 0.0% u : ! I ;,;:mu � �{1 � ill• i11 I _ �i :I I I t i_ --I-- 11I __ __ t� ! _____i i _ !4 +RFY4Y t IIS I I I` 11' -,---1---iea.o% 8.00" 200.00 100% 100.0% 0.0% 9� -! :11� �� ,., , 6.00" 150.00 100% 100.0% 0.0% I ill ' I vr1I. !;li,11 I !I i i I I:1: 1 1 1 III. I 4.00" 100.00 100% 100,0% 0.0% ii!1 ! \�in:I ! !i!l I 1 ;lit 1 1 l ;!1Ii ' 3.00 75.00 100% ]00.0% 0.0% 80% `j.ii::.. Y---•-.i4..-4-- .• ';;1-.. -:-.:.. 1 i---..... Ban ill ! IIII I 1111 ! 1111 I alit ! 2.50" 63.00 100% 100.0% 0.0% III I l i 1:i i i i III ! !!l i !i l l i I ill I I,I.^i 1 1 m 1 11.. ii111 I IIII .�... ° i III I ;ili1 i 2.00" 50.00 100% 100.0% 0.0% 70 e t r !i1i. .... ra.o% III 1 .t. I I"- 'ti: II111 I 1.75" 45.00 100% 100.0% 0.0% ��i 111 ! �I D i !i I :III inn iiii I i 1. 1.50" 37.50 100% 100.0% 0.0% Iii III i i tI! I iiii ;11i i I 1.25" 31.50 100% 100.0% 0.0% am -• it - .L._ !II 1 I- .,11{ t,-. �-._-31tit 1_,._1_____tti3-�-t-,--_'---- :III - - t - Ili I --I Ili; ilIII 1 1 6a.a% !II I i!t I I • II I ! I Nil I l!il I l i 1.00" 25.00 90% 90% 100.0% 0.0% € ill ! :I i i i ��i i i l I iiiii i inn i i l -a 3/4" 19.00 87% 87% 100.0% 0.0% cl lit t iii t : !:!a 1 ; , I inn I Will I 1 5/8" 16.00 84% 100.0% 0.0% x aa% -- lilt -i-.- --fill-l- I• ---I•-•--•II I!•III-i ai l l+l- -t-- iiiii-111-a---f---- 5".% x I': III ill I I!11 I I ! !!II ! I I!t I I I I 1/2" 12.50 81% 81% 100.0% 0.0% !!I :1! i :t!! ! i 'I ;I !III i t ':! : I ; : Ili ill ! 1!!! t ! I inn t iii i I ! i 3/8" 9.50 79% 79% 100.0% 0.0/u 40% -- 11 . - -- ;,! - L --T----:J 4 ' -+-- ao.0% 1/4" 6.30 74% 100.0% 0.0% Iii,a l i III illi i I III i III I i i #4 4.75 72% 72% 100.0% 0.0% in ! II! I!!I i �� ;I11 i it i i !I! I ill Lill 1 : iiii 1 ill 1 #8 2.36 67% 100.0% 0.0% 30% -- iii . . ..... ......... - '- '`, i 1 I I ao o% II ;ill i t IIII 11 lit ::: II I #10 2.00 66% 66% 100.0% 0.0% 'tit t !i I lit; i I VI i I ;I I I I 1 #16 1.18 57% 100.0% 0.0% 20% ;1 1- • -}--• ----:V . a._ 'a i.l..:._£_.-- iii .l.1-- -_.__111 -1_I--:__-- 200% n11 1111 11 , ' Illi I IN I #20 0.850 54% 100.0% 0,0% ii! ! i,il lit! i I I ! II!I I 1!! ! ! #30 0.600 51% 100.0% 0.0% III : ;I:: 1.;: . . ; l ;l!I ' illEl: 1 l #40 0.425 50% 50% 100.0% fill I t:l 1 1 I t Iiii I ! It l t 0.0% ta% •- iii-F• •F-•i... tt+r - -1•- •--1• N-,1 -i i--i i iiiiti- --F-- ----EFF1�-1-1-�---1•---- lam II; ; ill: s I!! III I #50 0.300 41% 100.0% 0.0% III I 1111 flli !III lII ! I o iii i iiii fiti 1 I NI !II i #60 0.250 37/0 100.0% 0.0% ::; I I'll ; IIII III , , 0.0% #80 0.180 32% 100.0% 0.0% a% too.oco t0000 i 000 o.tCO 0.010 0.001 #100 0.150 30% 30% 100.0% 0.0% #140 0.106 25% 100.0% 0.0% Particle Size(mm) #170 0.090 24% 100.0% 0.0% #200 0.075 22.2% 22.2% 100.0% 0.0% \ + sere sizes ...... ...MaxSpscs ..--a ...Min Specs seve Results Copyright Spears Engineering&Technical Services PS,1996-98 J All results apply only to actual locations and materials tested. As a mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements,conclusions or extracts from or regarding our reports is reserved pending our written approval. Comments: Reviewed by: Materials Testing & Consulting, Inc. Lab Sample: B-2 @ 10.0' FIGURE 777 Chrysler Drive Portalis Homes Geotech Burlington , WA 98233 Portalis Way 4 Anacortes, WA 26 Portalis Homes Geotechnical Study Materials Testing & Consulting, Inc. May 11, 2017 Project No.: 17B067-01 Sieve Report Project: Portalis Homes Geotech Evaluation Date Received: 26-Apr-17 ASTM D-2487 Unified Soils Classification System Project#: 17B067-01 Sampled By: C. Dirnitroff SM, Silty Sand with GravelAiwa , Client: Portalis Homes Date Tested: 27-Apr-17 .Sample Color: Source: B-3 @ 5.0' • Tested By: M. Carrillo dark brown A REDtTE© cfestast ff 1180.01.110102 Sample#: B17-0342 ASTl41 }- 216 AS "M D-2419 ASIY1 D-4318 A.SSTIk D S8, 1 Df51= 0.018 mm % Gravel= 25.4% Coeff. of Curvature,Cc = 0.65 Specifications D(10)= 0.037 mm % Sand = 54.2% Coeff. of Uniformity, Cu = 29.52 No Specs Dt151= 0.055 mm % Silt & Clay= 20.4% Fineness Modulus = 2.98 Sample Meets Specs ? N/A D(30)= 0.161 mm Liquid Limit = 0.0% Plastic Lunit= 0.0% D(S0)= 0.389 mm Plasticity Index = 0.0% Moisture %,as sampled= 18.9% D(60)= 1.084 mm Sand Equivalent= n/a Req'd Sand Equivalent= Dpo1= 19.322 mm Fracture %, 1 Face = n/a Req'd Fracture%, 1 Face= Dust Ratio= 5/13 Fracture%, 2+Faces = n/a Req'd Fracture %,2+Faces = AST1!2 C 36 ASTM 6M3 Actual Interpolated ,f Grain Size Diaribution ____ Cumulative Cumulative __ ____ ��___Sieve Size ��^�TT Percent Percent Specs _T�Specs o US Metric PassingPassingMax Min zu Qr7 rv:� a N �4 " � s §ildri0 I°°%g♦_♦-,0--*AM-P-P1A 1rir ' .,,,.'- T-i - irrl' t r-r 'cin% 12.00" 300.00 100% 100.0% 0.0% I iiliii ! ! i1I I !li!! j I iiiii ! i WI!! I ! I ..11 ...I mu . .ni In! 10.00" 250.00 100% 100.0% 0.0% I iiii i i I iiiii I I !III' j I Ili!j j tnl t I 1 I,11. - ----- ---- I1,11 ,.. 8.00" 200.00 100% 100.0% 0.0% 9D% 111Ti: T" (N tt . "T^"TT" : ' iul T"" "lin i%�" "r "" 9°0 6.00" 150,00 100% 100.0% 0.0% III I l i ♦•♦ 'I' I ;III! : : l 'Ili; I !! ! ,,.,III 1 ! id .1 i1. 11 ! IliI j i ji I I !III; 80% i 'sill!! 4.00" ]00.00 l00% 100.0% 0.0% 80% !!I !i ! - 411 i li::lll ' iiiii I IIl!,.1. ..... --_ •so0% 3.00" 75.00 100% 100.0% 0.0% ill I..-I - i� 1� -VW-yy -- -�-- :ill t I i`� t ti i!!ij' nil! ! I!! I i i! I I iiii! I I ! !Ili! Ili! I 2.50" 63.00 100% 100.0% 0.0% aniii j :„;'),1 ;1!!; ! I i !::1; ay I 2.00" 50.00 100% 100.0% 0.0% 70% __ lili _ ___ + _i ♦ il!!i!A. ...I ii ll - _ .. Iil1,_. , l 700% •"' ♦ iiii 1 'I I 'I ' 1.75" 45.00 100% 100.0% 0.0% ill il � III! !III I I HI 1 I.il! ! i 1.50 37.50 100% 100.0% 0.0% 1ii �l I DIi ' Hit 1 1 i �il I ! I !HUI I •,,, ♦I111 I I 1 iiiii i ; Iii:l ' I _ __:III ; ,.,. , .... -_-,. 1.--- 1.25" 31.50 100% 100.0% 0.0% say _. . 1t1�t.`.j..l Mt - �'- --J'---' ;I I��-r�• �- 111j i i_ --hi..... so.or, I. 1.00" 25.00 100% 100% 100.0% 0.0% ' III i iijl NI i i iiilj j sij 3/4" 19.00 89% 89% 100.0% 0,0% a ' ' ' tl;i IIII ,• ' I III i .,,, .1. I i !i il; III a , at 50% - 1 111+1-4-- IN - -F- --+- t+ -1--i----" ll•+ - -+--t..... llli-l-t-1---1---- sac% x 5/8" 16.00 88% 100.0% 0.0% l i 1 1 1 l ;;;; !III ! II I I I III III I I 1 . .. 1 t 11111 II. 1/2" 12.50 87% 87% 100.0% 0.0% III 1 ' : iiii !i! : ;,.. IIi i III I j 1 ;nl ! III ! ♦ !iiii HI ! 3/8" 9.50 80% 80% 100.0% 0.0% 40% ,--.-- 1::T:-P-?.. l l ii _ 1 _ I I I I I. 1 i .. ... .11 T t -Y ---TT TT. _; '"�.,. . .T 40.�., 1/4" 6.30 76% 100.0% I 0.0% iii I I i !iiii l!! i iiiii I i Iii I!I I I iiii ; !iiii III #4 4.75 75% 75% 100.0% l 0.0% III l l 1111 .11 III!! tI III :II -S I. "" #8 2.36 70% 100.0% 0,0% 30% --• lilt'- --1---` - �- --t----T` ry-- --�-Si-- 1 1- -t-- i t 1- "r-1--- ---- 30 G% III! 9." #10 2.00 70% 70% 100.0% 0.0% !Hi I iii! I ji `41i1 ill i 20% au.ii.,.3_.- 'iiii_ y- -------- !!! .i�__ __ if*4�,. _- .lt_a. - �.1-.. 20.0% #20 0.850 58% 100.0% 0.0% iii I i III! Ili I ;'III !li I i 111 . , ., I ill III . I #30 0.600 55% 100.0% 0.0% jiill i iiii i!! i iiii iii i 3 #40 0.425 53% 53% 100.0% 0.0% so% -- ill-F -Ft-- ill} -t+- --+ rill- +1•+ 1 iiii+!- -+-- itt i• +•i---F---- tam. #50 0.300 42% 100,0% 0.0% !;I I In; till I ' I I'! II! I I ;iii IIII I 3 Ili III #60 0.250 38% 100.0% 0.0% I ;i'1 !III ! ! #80 0.180 32% 100.0% 0.0% 0% 100o0o i0.0oo 1.000 0. 0 0010 00o.o%, #100 0.150 29% 29% 100.0% 0.0% #140 0.106 24% 100.0% 0.0% Particle Size Wm) #170 0.090 22% 100.0% 0.0% #200 0.075 20.4% 20.4% 100.0% 0.0% r Seve Saes .......• ...Max Specs -...•.. •...Min Specs Seve Resurs \ Copyright Spears Engineering&Technical Services PS, 1996.98 -. 0 All results apply only to actual locations and materials tested. As a mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements,conclusions or extracts from or regarding our reports is reserved pending our written approval. Comments: , 2 .l Reviewed by: Materials Testing & Consulting, Inc. Lab Sample: B-3 @ 5.0' FIGURE 777 Chrysler Drive Portalis Homes Geotech Burlington , WA 98233 Portalis Way 5 Anacortes, WA 27 Portalis Homes Geotechnical Study Materials Testing & Consulting, Inc. May 11, 2017 Project No.: 17B067-01 ASTM D43 - 8 Liquid Limit, Pias& II bait and Illastiidty lrncdex of Soils Project: Portalis Homes Geotech Evaluat Date Received: 26-Apr-17 Unified Soils Classification System, ASTM D-2487 Project#: 17B067-01 Sampled By: C. Dimitroff SM, Silty Sand with Gravel Client: Portalis Homes Date Tested: 27-Apr-17 Sample Color Source: B-3 @ 5.0' Tested By: M. Carrillo dark brown Sample #: B17-0342 Liquid Limit Determination #1 #2 #3 #4 #5 #6 Weight of Wet Soils +Pan:: Weight of Dry Soils +Pan: Weight of Pan: Weight of Dry Soils: Liquid Limit @, 25 Blows: N/A Weight of Moisture: Plastic Limit: N/A % Moisture: Plasticity Index, I,: N/A Number of BI ows: Plastic Limit Determination #1 #2 #3 #4 #5 #6 Weight of Wet Soils +Pan: Weight of Dry Soils +Pan: -- \. Weight of Pan: Weight of Dry Soils: Weight of Moisture: ACCREDITED 1 Carificetear:138 et,126tO2 % Moisture: II Plasticity Chart 80.0 % 7••--_-.......... _.............. ...._........_..__.. . »......� ,..._....«..««.._«.. ..»..............«.... Y........_...•..»_ Liquid Limit l000k • • ; F «.«. ... i 1 60.0 % »........................ «»««....«.._».. ............_...««.......... ..II(JLL. itre-. .. .._ 1 80% — • • 1 1 N50.0 % «......«....... .. .......«...._..... ............ ...... ............__...� er....._.. ........... ..__. ... w ° F • i/ta • 1 CH or OH € o ° _ i __ o m30 . . ,e ... 40% - t....... ..._.t .i....L.. .l- • MH or OH i i 1 • CL or i = 1 1 i 10.0 /o _ i t20°/ t ' S drat 1 ; 1. 1 t 1 Fill. , 1 e _ F l 1 10% .'1. I 0.0% • • • • . • • L • . • • • • i . . . 1 • • • . • • • . i • • • • • • • • 1 • • • • • . • • t t F t 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 0% ' F F F 1 10 100 Liquid Limit \ Number of Blows,1eN" 41 Copyright Spears Engineering & Technical Services PS, 1996-98 All results apply only to actual locations and materials tested. As a mutual protection to clients,the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Comments: Sample is non-platic, as it does not roll down to 1/8" and shows rapid dilation. �,. ' fit,• Reviewed by: :'' Materials Testing Consulting, ��c° Lab Sample: 3-3 @ 5.0' FIGURE 777 Chrysler Drive Portalis Homes Geotech Burlington , WA 98233 Portalis Way 6 Anacortes, WA 28 Portalis Homes Geotechnical Study Materials Testing & Consulting, Inc. May 11, 2017 Project No.: 17B067-01 Sieve Report Project: Portalis Homes Geotech Evaluation Date Received: 26-Apr-17 ASTM D-2487 Unified Soils Classification System Project#: 17B067-01 Sampled By: C. Dimitroff SM, Silty Sand with Gravel • I villitni Client: Portalis Homes Date Tested: 27-Apr-17 Sample Color: Source: B-3 @7.5' Tested By: M. Carrillo dark brown LA REDJT © Fr"tttlfAilbF it:1',8$M,138802 Sample# B17-0344 A 'T'1k>E Df-2 1b, A+a� 419,r X D-43 ES, �i 1 Dt5>= 0.019 mm % Gravel= 27.5% Coeff of Curvature, Cc = 0.62 Specifications D00)=0.038 mm % Sand= 53.0% Coeff. of Uniformity, Cc = 36.85 No Specs D(15)= 0.058 mm % Silt & Clay= 19.5% Fineness Modulus = 3.20 Sample Meets Specs ? N/A D(30)= 0.184 mm Liquid Limit= n/a Plastic Limit = n/a D(50)= 0.427 mm Plasticity Index = n/a Moisture %, as sampled= 16.0% D(60)= 1.418 mm Sand Equivalent= n/a Req'd Sand Equivalent=r D(90)= 23.967 mm Fracture %, 1 Face = n/a Req'd Fracture %, 1 Face =r Dust Ratio = 16/41 Fracture %,2+Faces = n/a Req'd Fracture %, 2+ Faces =r �':a)b/niY3iar.. <.., r -.-,:. -a d. -< .�. ..i.`✓✓.;.,r:;:,rg: .� a...:.o:.xm+:.. <rr. w.. ..> >.+f:;L:.; c1: a. r: ''z.:>,,A > ... a . s .; :: . c'� I 'Ffi. .`<A�a'l"11r C�`362 AST1a9 D ' 913 .. . ... ..:s Actual Interpolated CumulativeG2inSize�isiribution Cumulative Sieve Size Percent Percent Specs Specs -a - - � $oC^ _ :. � � a � ii- - � R RE4 US Metric Passing Passing Max Min tcc%ktt t plrto,t+,e-is rAntr, .--1-;34,,+s 41►A-44S;r --r--1 ! n- -r-r--r---- to°.o% 12.00" 300.00 100% 100.0% 0.0% I WI I ! Hill ! Iii!! I i I i!!!! ! i i11 i i ! ! j 10.00 250.00 100% 100.0% 0.0% 1 'i' ! ! ;lilt i iiii ! i i i!ilii I iiiii i i i ,tr. _ 1_ ___,____ i__i „i.�_ _r-i_-__ ;H I 90.0% rr i1 ;�i i'i: : HI: ': l i::1' : I 8.00 200.00 ]00% 100.0% 0.0% 90 111T "it ha T"T- I" "i r 1{�r n n r I , a;t is n illi ! iill i "II I , I ii ! I 6.00 150.00 100% 100,0% 0.0% !!! 1 ! . !Ili 1 I 1i1111 ;!!1! I I,!itI i 1 4.00 100.00 100% 100.0% 0.0% !ill 1 I ♦ . 11 1 .` : ' _t_i l Hill 1 iiiii I I rr an% -- WI -t.l.-l- t4fi _ 1_ -- ____.tt.itl _1- R.L - ---- --' _ { t --t--.. eo.os 3.00 75.00 100% 100.0% 0.0% iii i 1 N i nil ! it iiii liii 1 I 2.50" 63.00 100% 100.0% 0.0% iii i I I1'1 ! ill! I ! i ! !Ili 8:: ! 2.00" 50.00 11: I 1 I!! ° 1 i!II I i I I !ill iiii i 100% 100.0% 0.0% 7oA t!i !!! 1 1 ttr - - - iii i 70.0% 1.75" 45.00 100% 100.0% 0.0% si 1 iii iiii li'1 in 1 1.50" 37.50 100% 100.0% 0.0% 31, I W. r 1 III 1 __ I1: 1 I : II itIi •1, ' 2 �� 6CM - 111'TVV ---t-- Ft! - -`- --1- -'+1+ --i--F--i liii-"-f-+- lit '- •F-'--1- 60.0% 1. 5 31.50 100% 100.0% 0.0% a ill i I III • 111 ' 1 ' nit ! !Ii 1.00" 25.00 91% 91% 100.0% 0.0% !I i1 ! r !!:i 1 III iii i i ill 00: , iii 3/4" 19.00 85% 85% 100.0% 0.0% ki 11! II hi ;Irk i 1 i Ili; 1 ,II a as sCrid1-- ftitt-ri---t----,►ii - -1-- --+-.-. ;a•i•F,s--F--a litE4-f-+- It - -F- --F---- saca; 5/8" 16.00 ' 83% 100.0% 0.0% in r I ;iii I iiii ! I!!.,, 1/2" rr, 1 I!!! !ill 1 ; Iii' 1 Iii 12.50 81% 81% 100.0% 0.0% iii i i iiii 11 1 I Iii i ! , iii 1 ' ill! !HI i iiiii 1 Iii 3/8 9.50 80% 80% 100.0% 0.0% 4aA .,, r r. -- .., T r 40.0% ;I:1 1l i f--- rlf II : I 111 1- II; I ; 1/4" 6.30 75% 100.0% 0.0% t.!!! ' ! I s11! iiii ! ' 1' i Ii!I I iii 1 #4 4.75 72% 72% 100.0% 0.0% 'ii i i i ;III iiii 1 ! I iiii !i! i .th -.._,..__I I11t _ _ __�_ t iY_l__, : ii _ Hi I 1 �.__.vt M. .-.«- 30.0% #8 2.36 67% 100.0% 0.0% 3D90 PI 11 1 ! in! 1 ill! ; Mil iii ! ;11 I I , I HI : !ill ' r,.: #10 2.00 66% 66% 100-0% 0,0% hi 1 ' i i iiii 1 !ill `'iiii Ill i I I i,1 ,,,i 1 in, %! i,;#16 1.18 58% 100.0% 0.0% Ill 1 1 I 1 ittt _ 1_ __,______l1. 11_.__1 '�i_-_1_-__ " _ .L._1____ 20 rns #20 0.850 54% 100.0% 0.0% 20% Illy i 1 _1 iiii iiii i i lini ill i 111 I ! I 1:1! ill' ! 1 iiii! i11 I #30 0.600 52% 100.0% 0.0% !:! ! ! I di: i,11 : i ,'I ill I Hi#40 0,425 50% 50% 100.0% 0.0% 10% -- iii+f-I-i--I tilt - +- --+ 4w +i-f--1 iiii+(-I-- - HFtil- F-4---F---- 10.0% I'I I 11!1 'I!I ! 1 ! III: ! ! iii #50 0.300 40% 100.0% 0.0% ;, !I' 'III 1 il! 1 ! ! Iii: ! 1 lid!#60 0.250 35% 100.0% 0,0% iii 1 i1!1 1 I 1 !HI ! I ill! ! #80 0.180 . 30% 100.0% 0.0% o% o ox t o0oco to.000 1.002 o.too 0.010 0.001 #100 0.150 27% 27% 100.0% 0.0% #140 0.106 F 23% 100.0% 0.0% Particle Sze corm #170 0.090 21% 100.0% 0.0% #200 0.075 19.5% 19.5% 100.0% 0.0% + Sew Sizes -Max Specs aa ®Min Specs Seve Resuts Copyright Spears Engineering&Technical Services PS,1996-98 a All results apply only to actual locations and materials tested. As a mutual protection to clients,the public and ourselves,all reports are submitted as the confidential property of clients,and authorization for publication of statements,conclusions or extracts from or regarding our reports is reserved pending our written approval. Comments: •') // ./r< r .,2;/?r/,. ,`, ./::7)) 77:4,tf` Reviewed by: {. Materials Testing & Consulting, Inc. Lab Sample: B-3 @ 7.5' FIGURE 777 Chrysler Drive Portalis Homes Geotech 7 Burlington , WA 98233 Portalis Way / Anacortes, WA 29 Portalis Homes Geotechnical Study Materials Testing & Consulting, Inc. May 11, 2017 Project No.: 17B067-01 1 .. ,ttkt Materials � tConsultingInc ,or ; Geotechnical Engineering • Special Inspection • Materials Testing • Environmental Consulting ..,,;.., .. , t • Project: Portalis Homes GeotechEvulation Client: Portalis Homes i Project#: 17B067-01 Date Received:l April 26,2017 Sampled by: C.Dimitroff Date Tested:l April 28,2017 Tested by: M.Carrillo Moisture Content - ASTM C-566, ASTM D-2216 & AASHTO T-265 - • Sample# Location Tare Wet+Tare Dry+Tare Wgt.OfMoisture- Wgt.Of Soil %Moisture • B17-0340 B-2 @ 7.5' 645.4 1329.1 1257.2 71.9 611.8 11.8% _ B17-0342 B-3 @ 5.0' 728.2 975.7 936.4 39.3 208.2 18.9% _'. B17-0343 B-3 @ 15.0' 718.9 1056.6 1013.4 43.2 294.5 14.7% 1' j Organic Content - ASTM D-2974, AASHTO T-267 1 Sample# Location Tare Soil+Tare,Pre-Ignition Soil+Tare,Post Ignition %Organics B17-0340 B-2 ,7.5' 51.49 91.05 89.23 4.6% ................. C I B-3 [@ 5.0' 52.63 63.09 62.59 4.8% B-3 @ 15.0' 51.65 91.16 89.41 4.4% 1 --- -£All results apply only to actual locations and materials tested. As a mutual protection to clients,thepublic and ourselves,all reports are submitted as the confidential roe "' PPY Y p property rty of clients,and authoriza0an for publication of statements,conclusions for extracts from or regarding our reports is reserved pending our written approval. 1 Pl. Reviewed by i414 v rt F s.AAt,4, • o • i. F • Materials Testing & Consulting, Inc,. LOLL Anallysis IE GURE 777 Chrysler Drive Portalis Homes Geotech Burlington, WA 98233 Portalis Way 8 Anacortes, WA 30 PRIVATE CONTROL • A11 STRUCTURE \ , 4 1 23n.SO, ti Ia n 1 p-4" EXISTING FORCE MAIN RIM ELEV.=48.31' .B231ti� ,. G &NATURAL GAS LINE I No. Description Date EASEMENT IS 5'ON EITHER SIDE _ _ __ _ _ SILT FENCE _ 1 O SILT FENCE \ BP BUILDING PERMIT MAY31 2016 OF UTILITIES AS CONSTRUCTED ?c:: I — — — — — — — — — \A 1 12') Sn CITY TO REVIEW RETAINING WALL LOCATION NI GINEERING /� r Property Line J CONNECT SANITARY SEWER TO STUB AT LANE p 'tY 2 I 0 n i:t- _ -----12_ — r, I I I — i DECK — — —DECK�I — DECK — — — — DECK — — — — — — � E _ � � _ 0 s 1 ! 494 CML 4938 CML m ri 4936 CML 4934 CML SS STUB CO � . ii I m m o / 3 3 r 899 U 1c GEO 69' ,��/�/ =0 ! GEO 65' 1 E O6 GEO 69' 1140sfli / 2 �1140sf 34•-Cr1140sf / .� q- / t t V (v I 4•Q k,,T / o / /co [ Garage Garage ti r - Garage Garage I . GEO 64.5' GEO 64.5' c j ^ GEO 68.5' GEO 68.5' V v , Owner: Portalis LLC o g 'r' L _ / Project Address: I - _ o o p. :;` _ 2 Q co - I N � Luc)� a N ;. ��, Z` AV • 4934, 4936, 4938, 4940 Portalis Way, and I a o r .J� C.G cl/ a 4934, 4936, 4938, 4940 Channel Marker Terrace I Anacortes WA 98221 I ' CHANNEL MARKER TERRACE - - -GEG-66.5 — — — — — —r— — — — - - - - - -GE-070,5'= - N I CONSTRUC • r r, ENTRANCE( Tax Parcel (Property ID Number): P31580 I I / \.SPALL ROC ON . E) • CONNECT SANITARY SEWER TO S-UB AT STREET o CO) As Per City of Anacortes (CM) ,, I ( N SSMH Project: New Multi Family Residence Condominium - r ____-________.7( S- j • 7 Domestic Water: City of Anacortes O44( 1 1 DECK-- DEC • K i DECK-_ DECK— S j �'' k 8„ Sewer: City of Anacortes � ,r� ► p C V Access: New Driveway to Portalis Way �J j 5 6 7 8 tSQ C Sc AREAS: iL; ;ts m mN 1 CO STUCTION R496 POALISoPORTALISFoprint: 3160sfx4 =12,640sf 1140sf 140sf 1140 SFtt �0 � 4� SETBACKS: O — `- \\ / Front: 20' Street ROW to Building 17 - \ Sides: 5' min Between Buildings i(7 m zo-o I Garage Garage Garage Garage f ELV92' ELV92' ^ G905' GEO905' /•: /sHEIGHT: 35' Hei ht Restriction .�9 o r- I. — • / SOP \, ,, - ; TRACY STEPHENS PARKING: Z I 't: z _ ',\�C9 ------- 41 (360)661-1927 2 in each Garage + 2 in each Driveway rTl ; _ {y��' // -- — 1` Codes: •: ,. _ . .�: ..�: •� Structural / Building - IRC 2012 `1 PORTALIS WAY(PRIVATE LANE) / 4 \ , •• Mechanical - IRC2012OT Plumbing - UPC 2012 IP122190 •• Energy/ Ventilation - 2012 WA State Energy Code \ LOT 3 c ` = • Portalis .�. I �, • ENGINEERING ATTACHED -;= 24' ':; j• \, o o BLDG 7 WEST COAST ENGINEERING CEO ,' •' 1100'• l I 101.5' 1 • Villa Site B L D 8 : . . - - --- • ____ ____ Date May 31 2016 ! ri -- Drawn by ML a Project No. 1453 I Scale 1/16"= 1'-0" �� / Al BPP_ 0 /_ ----------- i____ __ ____ .,_____... .,„. zynti,i e A6 • © No. Desaipbon Dale fti BP BUILDING PERMIT Aug 30 2016.iNatiit tzt4,14116b.. 'y c) 28 0 V 1 i 3'-0' t 6'-0- 6• 3'-0' 5'-4' 8'-0' 4' 4' 8'-0' 5'-4' t 3'-0' 6• 6'-0' 3'-0' J • i • O I I (6D) O O �J O (6D) j.. .4444:4.1 t41 �(r 15'•61/2 12'-51/2' E fp „4„, *INSULATE FOR •INSULATE FOR a za SOUND UNDER MASTERli SOUND UNDER MASTER za _.__...._. BEDROON BEDROOM Master y Master Tv Living 11'6"x14' 11'6"x14' Living �_ • 15'x14' 15'x14' . is L.L. z°6 I zos Li il S.D. S.D. zo Typical Interior Typical Interior 28'-0' (4D) Wall U N.O. Wall U.N.O. 26'-0• 1 _0 -. (4D) 4 #tea 3-3 '' �- 6$ it Ill III Tr^ iv O I. _ II5'-6i/2'-_ 4'-3' y 2'-8' III ❑II O • II Ilt III II O. III WIC (9D III III WIC III o a . III - - III 11•6^ 5' tnu III Qi 1 �.�x5. III Eo m Dining III (5D) ,,, III (SD) III Dining 4, o O � O° 15'X9' III III :- III III 15'x9' d o ' — _IU (5D) �ra (5D) III inh iII 11! O N O I 2 1' 4 0' i--H -----, \vel J d ' • • �- - C - --i-_- N S 1 R =_,, _ ::: Ensuite \ :. Ensuite = 0 t 0 41 H I • �`--- .— Linen r T E F` Linen • A6 4>o n -- - 4' rril J J/ °b 20t ' Kitc�ien 5-6;/2 1) I Z� doSEE ATTACHED 11'x12' ' U H ENGINEERING FOR STRUCTURAL $ '' ----- =athroom� e ::11111VBathroo I I ----- REF. v REF. J 11 -° Pantry sD (so) r Pantry ` WEST COAST • • • za S. wrD J •12) i • wb01 0 DN ENGINEERING (so) Laundry _ (so) to 1D) to 2' 4'-61/2' 5'-4'm � � 1r 10 i:, OD III 0 0 0 Ei ' -6' • aii iii Garage Garage ® o p 20'x21' CD E:o: 0 20'x21' N N 11— (-6") N coE.71 CO (-6") N. - �_ I ® �- 1OT O N Q V c9 c� p ® Portalis Slope to Drain x x Slope to Drain North Duplexes Q 6 - q ihl in 11 1 Hour Party Wall Assembly • • • . - — - — . ��. — . — . —�i�� - — - — - o . — . -- - . • Main Floor GA File # 3514 CD 0 Gypsum Wall Board, Gypsum Sheathing, Wood Studs A6 1 Hr Rated wall as per GA-600-2000 2'-6' 16'-Cr • °-0' • 16 -°' 2-6' Fire Resistance n Desig Manual,16th Addition. AREA: 1140sf 41.-0- 56'-0 ''-E. • AREA: 1140sf 11 — • One Layer 5/8" Type X Gypsum Board Each Side of 2x6 Studs @ 16" o/c Date Aug 30 2016 Fastened w/ 1 -1/4" Type W Screws spaced 12" o/c a. Drawn by ML a Stagger Gypsum Board Joints either side of wall. 1 Project No. 1453 F *ALL INTERIOR DIMENSIONS Scale 1/4"= 1'-0" FOR UNIT #1 Mirrored in Unit # A4 BP F C2csign Inc:'-_%i-,:.;.:. .' ----- www.v33,i dealu„-u..m - ,i'."'-'--':-"Iv' No. Description Date • BP BUILDING PERMIT Aug 30 2016 ® A6 14'-t � t En 1 _0.' 6. �.;, -:3. 0., -:6. 2. 6'-0• 6'-8• 6'-0' 6'-2'-_. :' .3,:'0:. .6• ': g:0 1 -0 ri 13'-61'2• Bedroom Bedroom 11'6"x14' ' " '116x14 o 0 o 0 6 J co r .J E6 ii 206 0 c 0 T ) ZZ m Greatroom Greatroom z N <0 13'x23' 13'x23' S.D. S.D. 112) Cs'-s 613) 1 HIS'-81/2• C III CD; III III • S.D. ul HI , o III ' III in E06 0 III in III O c• IIL_ ___ 311II 16r O� CSp) T. III (so)— -. 7.5" ID : :i. ir O ' eill N N . N .) — 40 _ ::C_Or,)�N� ^- T_1'— 5'-6 1/2• 3'-9 —. e III} Li 1 sN —_I__ eS.D. VVW (7DS.D. O A6 • I .. : 1 (\//��/� I`\I L'J (7 ) ___fie r A6 > II Bedroom 1 _i - [ Bedroom'+ ______ I -- 12'x11'+ A SEE ATTACHED 12x11 - . iT °'IC ii k ENGINEERING FOR zos II j zos STRUCTURAL (40) 602 — - -® — • l~p� �; • • • • -..•.:---� • - 2'-4• Mech Mech • >ot Header i 6D� R FD Header ni 10� . WEST COAST (6D�7 in III III "' "' 's Hi iv ENGINEERING Hi in zo III QI III III 7' 8' III III III ;,,I 17-10• - III II 1.1 III III ..a a- et III _ in III • .i�_ S _ -Y • . - S• -1.- • - 40 Portalis SLAB ON GRADE ` GARAGE ABOVE I N North Duplexes 0 AREA Unit #1: 1000sf I AREA Unit #2: 1000sf 1 Lower Floor (Finished: 650sf) m.. i (Finished: 650sf) Covered Patio: 125sf I Covered Patio: 125sf • ii L _I 5'-6• 0 41'-0- • t Date Aug 30 2016 Drawn by ML a Project No. 1453 rr *ALL INTERIOR DIMENSIONS Scale 1/4"=1-0" FOR UNIT #1 Mirrored in Unit #2 A3 E. BP F 4 \ CONTROL STRUCTURE \ -,: t .,„.,., irn, A1.1 RIM ELEV.=48.31' , K�� EXISTING FORCE MAIN &NATURAL GAS LINE — I (P No. Description Date SILT FENCE _ I_ _ _ _ SILT FENCE \ BP BUILDING PERMIT MAY 31 2016 L__art-\. .) i.yN ? [ lc L F L iSt \.\,... , , 12`) SD ® fi .. EFL Property Line , , .LTL PLfIJ1 I DECK •:A., DECK Idi 11% r • I DECK I1r_. . • DECK I t - y T 1 * . �I gib 4.1 • -NNIN I - ..-4 i _ , s GEO 65' . - I f�� 41i* , ' GEO 65' 3t `%� 4 �: � f 41- c�//wir 1140sf 140sf GE0 69' GEO 69' v FL _ P 1140sf 1140sf ; ' y44/ * T ' n....., ' zi. i', ... ...dlr..' ,,,, - Y: . - tr ' - I'm 1 / 1.4 i . :. . Garage Garage ^► Gara e Garage k 9 9 1g 9 9 GEO 64.5' GEO 64.5' p GEO 68.5 GEO 68.5 ' tv .:' ,. co / Ey.[ TtAlt.z.--5-' c>. . . . :4;-_.,_:-..;•:::-..,-._.:,„;; . --.•-•-•-:-., , s ., / 8. , i :.-:.- _-__.-:• ::.:?..-.,..::.--. .._.-- , .... .c.-) . 4. FILL I14 Wert! a Rec2EEf1 1TE 6 `� �,1 ,� ./ J� t I o 20' Access ]� AS ►L{�C.,4-5gA � T Is _ — 6EO66.5� - - - - - -r - - - - - - - - GEO-70,5- 4001 — I N j N. i \ 4 Q1 �ar�o_ 1 �! g N SSMH v 051 D$ I / c �� ECK DECK DECK � �'• DECK j Ilk i ;,L,, i So C SS 1 . 1 5 6jr 7 8 Owner: Portalis LLC GEO 92.5' GEO 92.5' GEO 91' GEO 91' l jt Project Address: 4934,4936,4938,4940, Portalis Way, 1140sf 1140sf 1140s 1140sf .cn��, (Addresses to be Determined) C I - -- Ili hi -� Anacortes WA 98221 , 't cc �, 4rr— Tax Parcel (Property ID Number): P31580 71 ©:l_; • 112 5 �u 6"S /�� Zone: As Per City of Anacortes (CM) r ' Project: New Multi Family Residence Condominium �7 , 20 0' I Garage Garage Garage Garage ,' Domestic Water Cityof Anacortes _, GEO 92' GEO 92' + GEO 90.5' GEO 90.5' r•:: : i , Sewer: City of Anacortes I /o � p. 1 Access: New Driveway to Portalis Way r = �` 4 ` • �GQO - , AREAS: 4 LOT SIZE: 41091sf 1--` I �' . .. ..t.: `,• _ - ' Footprint: 3160sf x4 =12,640sf l + Y~� «�/ / 1 1 /, • t EXISTING ROAD •LI t Lot Coverage: 30.8% GE�3� —GEO o1.5'� ' ' - � - _ - - P122190 3 • ' LOT 3 SETBACKS: \. . , Front: 20' Street ROW to Building ` ` . ' ` .:: �1 ® Portalis Sides: 5' min Between Buildings •`_ • ' , • \ BLDG 7 HEIGHT: 35' Height Restriction GEO98.5' I utu PARKING: Villa Site 2 in each Garage + 2 in each Driveway \ ` • Codes: B L® 8 t Structural / Building - IRC 2012 Mechanical - IRC 2012 , c • - -• _• \, . — Plumbing - UPC 2012 - • . Energy/Ventilation - 2012 WA State Energy Code / , DDra by May 31 20�6 wn Project No. 1453 ;; Scale 1/16"=1'0" al nP / Al /� O ® BP ul